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BEFORE THE ILLINOIS POLLUTION CONTROL BOARD
IN THE MATTER OF:
WATER QUALITY STANDARDS AND
EFFLUENT LIMITATIONS FOR THE
CHICAGO AREA WATERWAY SYSTEM
AND THE LOWER DES PLAINES RIVER:
PROPOSED AMENDMENTS TO 35 Ill.
Adm. Code Parts 301, 302, 303 and 304
R08-9
(Rulemaking
-
Water)
PRE-FILED TESTIMONY OF SCUDDER D. MACKEY
Introduction
My name is Scudder D. Mackey and I am an Environmental Consultant specializing in
aquatic habitat mapping and characterization in both riverine and lake systems. I am the owner
of Habitat Solutions NA, which is an independent environmental consulting firm. I currently
hold dual appointments as a Visiting Research Professor in the Departments of Biological
Sciences and Geological Sciences at the University of Windsor, Ontario, Canada. I hold a
Bachelor of Science Degree in the Geological Sciences from Hobart College and a Master of
Science in Geology from the University of Wisconsin - Madison. I received a Doctor of
Philosophy Degree in Geology (fluvial sedimentology) from the State University of New York at
Binghamton.
My areas of technical specialization are in aquatic habitat characterization and mapping;
developing biophysical linkages to habitat; surface and watershed hydrology; nearshore, coastal,
and riverine processes; and application of geospatial data and analyses (GIS) to Great Lakes
aquatic ecosystems. I served as Supervisor for the Lake Erie Geology Group for the Ohio
Department of Natural Resources and worked for the Great Lakes Governors as Project
Implementation Manager with the Great Lakes Protection Fund (GLPF). I currently serve as a
member of Lake Erie Habitat Task Group for the Great Lakes Fisheries Commission and the AIS
I

 
Barrier Advisory Panel and Rapid Response Team for the USACE Chicago Waterway electric
field barrier project.
In 1995, I received the Outstanding Paper Award for the Journal of Sedimentary
Research. In 2001, I received letters of commendation from the Ohio Senate and the U.S. House
of Representatives for services to the People of the State of Ohio and the Natural Resources of
Lake Erie. In 2005, 1 was retained by the Water Quality Board of the International Joint
Commission to fully explore the role of physical integrity as part of a comprehensive ongoing
review of the Great Lakes Water Quality Agreement. Also in 2005, I was the co-editor of a
Special Issue of the Journal of Great Lakes Research entitled
Nearshore and Coastal Habitats of
the Laurentian Great Lakes,
a collection of 14 peer-reviewed papers focused on the physical,
chemical, and biological characteristics of Great Lakes nearshore and coastal habitats. In 2006, I
was a co-investigator on a USFWS Great Lakes Fisheries Restoration Act funded project to
create a framework and develop a process to systematically identify, coordinate, and implement
aquatic and fish habitat restoration opportunities in the Lake Huron to Lake Erie Corridor (St.
Clair River, Lake St. Clair, Detroit River). This project considered potential restoration
opportunities within a context of long-term effects of global climate change.
Current ongoing projects include: Identification and mapping of potential lake trout
spawning habitat in the Eastern Basin of Lake Erie in cooperation with the Ontario Ministry of
Natural Resources and the New York Department of Environmental Conservation; river mouth
mapping and instream aquatic habitat assessments for three urban rivers in the Toronto area in
cooperation with the Toronto Regional Conservation Authority; riverine fish habitat assessments
in the Sandusky River and Sandusky Bay areas in cooperation with Ohio State University and
2

 
Ohio Department of Natural Resources; and removal of the Ballville Dam on the Sandusky River
in cooperation with the Ohio Department of Natural Resources.
Review of my resume (Attachment 1) will reveal that my work has been focused on
developing linkages between physical processes, physical habitat, and the organisms that use
those habitats.
My work is based on first principles and considers habitat function, pattern, and
connectivity; and includes the use of remote sensing technologies (sidescan sonar) in addition to
more traditional habitat assessment techniques. This experience brings a unique perspective to
the Chicago Area Waterway System.
Overview
The testimony presented here today will be focused primarily on the aspects of
physical
habitat
related to the Aquatic Life Use designations proposed in IPCB rulemaking R08-9 and the
methodology that IEPA used to designate those Aquatic Life Uses. My testimony has three
components: 1) I will demonstrate that the data and methodology used by IEPA is inaccurate,
flawed, and does not adequately consider all of the key elements necessary to assess the
condition of aquatic habitats, 2) 1 will show that it is unlikely that the current proposed standards
will significantly improve fish community structure and diversity in the Chicago Area Waterway
System, and 3) I will suggest an alternative strategy that integrates all of the fundamental habitat
characteristics necessary to maximize the productive and ecological capacity of the waterway, a
strategy that the Metropolitan Water Reclamation District of Greater Chicago is currently
pursuing.
From the perspective of physical integrity,
physical habitats
are defined by a range of
physical characteristics and energy conditions that can be delineated geographically that meet the
needs of a specific species, biological community, or ecological function. To be utilized as
habitat, these physical characteristics and energy conditions must exhibit an organizational
3
I

 
pattern, persist, and be "repeatable" - elements that are essential to maintain a sustainable and
renewable resource. For example, seasonal changes in flow, thermal structure, and water mass
characteristics create repeatable patterns and connections within tributaries and lakes. These
patterns and connections, in part, control the seasonal distribution and regulate the timing,
location, and use of aquatic habitats.
Also critically important is the pattern and juxtaposition of different types of habitat. For
example, successful recruitment of fish will not occur if spawning habitat is not connected to
suitable nursery and forage habitats. Nursery and forage habitats provide sheltered areas where
larval and young-of-the-year (YOY) fish can feed and grow with minimal disturbance. Without
access to adjacent nursery areas, potential spawning sites are nothing more than substrate areas
with physical characteristics that mimic those of active spawning sites.
There are three major classes of variables that must be considered when assessing aquatic
habitat - 1) energy (flow regime), 2) substrate (composition, texture, structure), and 3) water
mass characteristics (water chemistry, water quantity). All of these variables must be spatially
and temporally connected by physical and biological
processes
in ways that support diverse
aquatic communities (see Figure 1 - Attachment 2). Biological characteristics are also an
important element of aquatic habitat, but will not be discussed in detail in this testimony and are
not included in Figure 1.
In a paper published in 1998, Yoder and Rankin made the point that the almost myopic
focus on water chemistry, point sources, and contaminants by many regulatory agencies has led
to an "incomplete foundation in water resource policy and legislation." Yoder and Rankin 1998
go on to state:
"Because biological integrity is influenced and determined by
multiple
chemical, physical, and biological factors, a singular strategy
4
I

 
emphasizing the control of chemicals
alone
does not assure the
restoration of biological integrity."
This statement serves as an appropriate backdrop for the testimony to follow.
UAA Methodology
The identification of Aquatic Life Use designations and the classification of waterway
reaches into the appropriate use categories are crucial to the successful conduct of a Use
Attainability Analysis (UAA) process. The process by which the Aquatic Life Uses are defined
and applied to waterways undergoing a UAA is the foundation for establishing appropriate water
quality standards. Ideally, the UAA provides a scientific basis to develop attainable designated
water uses that are based on a comprehensive integrated assessment of the physical, chemical
and biological conditions of a water body (USEPA, 1994). This assessment should include an
integrated analysis of current physical habitat, flow regime, temperature, water quality, and
existing aquatic communities.
The purpose of this integrated assessment is to determine whether existing or improved
conditions can be supported by changes in beneficial use and/or associated criteria. Thus, the
methodology used in defining and assigning uses for a specific waterway should be transparent,
scientifically based, and documented accurately, clearly, and completely. Unfortunately, the
CAWS UAA Report and supporting documents submitted by IEPA in this rulemaking effort do
not meet these criteria and contain data errors and flaws in the methodology used to develop the
proposed Aquatic Life Use designations.
Aquatic Life
Use Designations
IEPA has proposed to eliminate the current use designations that have been in place since
1972, and supplant them with a tiered system of Aquatic Life Uses supposedly based, in part, on
inferred relationships between physical habitat as characterized by Qualitative Habitat
5
I

 
Evaluation Index (QHEI) scores, and the Ohio boatable Index of Biotic Integrity (IBI), which
characterizes the health of the existing fish community. These new Aquatic Life Use tiers were
based on a comparison of IBI percentile scores and QHEI scores at each sample location.
Review of the QHEI and IBI scores revealed significant errors and uncertainties in the data, and
the methods used to compare the QHEI and IBI scores found in Figure 5-2 of the UAA Report
are not scientifically valid.
By focusing almost exclusively on the IBI metrics and percentiles, IEPA did
not
provide
an integrated analysis of physical habitat, flow regime, temperature, water quality, and existing
aquatic communities in their assessment of the CAWS. Specific issues that I will discuss
include: (1) sampling design, (2) significant problems using the QHEI for CAWS, (3) errors and
uncertainty in the data, and (4) fatal flaws in the Aquatic Life Use designation methodology.
1. There
are significant limitations in the current sampling design.
In the physical habitat assessment summarized by Rankin in 2004 (IEPA filing
Attachment R), QHEI values were calculated for 20 sites within the CAWS. These sites were
selected based on the availability of long-term fish sampling data made available by the
MWRDGC. The spatial distribution of these sites
was not
based on an appropriate statistical
sample design or consideration of inferred physical habitat processes or characteristics. Distances
between sampling sites ranged from 0.5 miles (0.8 km) to 15.8 miles (25.4 km), with a mean
sampling distance of 4.3 miles (6.9 km). Clearly, gaps of up to 15 miles between sampling
points in the waterway can not be considered to be a comprehensive assessment of physical
habitat.
Moreover, portions of the CAWS were not included in the physical habitat assessment.
For example, IBI and QHEI metrics for Bubbly Creek were
not evaluated at all,
and QHEI
metrics were
not
calculated for the South Branch of the Chicago River. Even though the channel
6
I

 
morphology and flow characteristics of Bubbly Creek and the South Branch of the Chicago
River are
distinctly different
from each other, the CAWS UAA Report [on page 4-69] states that
Bubbly Creek and the South Branch have "similar" environmental characteristics and are
grouped together as the
same
channel in the Report.
Widely-spaced, traditional point sampling does not provide adequate data to document
the type, area, pattern, or juxtaposition of different types of aquatic habitat that may exist in the
CAWS. For example, in the Calumet-Sag Channel, only
two
sites were evaluated using the IBI
and QHEI metrics,
and those sites were 10.7 miles apart.
These two sites form the basis for the
habitat assessment and Aquatic Life Use designation for the entire 16-mile channel length. The
limited number and wide spacing between habitat sampling sites is
a major
deficiency in the
CAWS UAA Report and IEPA Statement of Reasons.
IEPA purportedly considered shoreline and bank-edge (littoral) conditions for each of the
CAWS segments. This is surprising, because there has not been a comprehensive inventory and
assessment of shoreline or bank-edge habitat conditions for the CAWS, nor have there been
ecological studies of navigation or wave impacts on shorelines within the CAWS. Shoreline and
bank-edge areas provide spawning, nursery, and forage habitats necessary to sustain healthy,
propagating fish populations. As part of a comprehensive habitat assessment it would be
important to know what the relative percentage, location, pattern, and distribution of shoreline
types and bank-edge habitat are for each of the CAWS segments. This is particularly important
when assessing the pattern and juxtaposition of different types of aquatic habitats, which was
not
done
in the CAWS UAA Report or presented in the Statement of Reasons.
Even though bank-edge areas are regularly sampled by MWRDGC using electrofishing
equipment, the results are integrated and summarized across the entire channel segment to
7
I

 
calculate IBI scores at that sampling site. The reported IBI scores
may
be indicative of fish
utilization of bank-edge habitat, but the coarse sampling interval and lack of bank-edge habitat
data severely limits our ability to
draw any meaningful conclusions.
However, IEPA contends
that these shallow water bank-edge habitats in the Calumet-Sag Channel should be considered to
be spawning habitat, which is problematic given that
no direct data
are available to support that
contention. The lack of a comprehensive physical and biological assessment of existing shoreline
and bank-edge habitats is another
major
deficiency in the CAWS UAA Report and IEPA
assessment methodology.
2.
There
are significant
p
roblems applyin2
the QHEI to
low-gradient urbanized rivers
such as
the CAWS.
The QHEI protocol was developed to provide a measure of physical habitat quality and is
based on hydrogeomorphic metrics in
a natural
stream or river channel. There are six metrics
that comprise this index: substrate, instream cover, channel morphology, riparian zone/bank
erosion, pool/glide and riffle/run quality, and map gradient. The QHEI protocol is
not
designed
for use in low gradient, non-wadeable streams and rivers, in part because traditional sampling
approaches are inadequate to assess critical substrate, instream cover, or other metrics used in the
QHEI assessment protocol.
Within the CAWS, several of the key morphological metrics upon
which the QHEI scores are based are held constant or are not present. As a result, the QHEI
scores for the CAWS are calculated using sub-metrics that may be of
secondary importance
to
the attainment of a diverse, sustainable fish population. Embedded within the QHEI scoring
system is an
implicit
assumption that there is a relationship between flow hydraulics, channel
morphology, and the type and distribution of substrate materials. This assumption is not valid
for low gradient, urbanized, artificial channels such as the CAWS. Flows in the CAWS are
regulated, controlled by man-made structures, and are not natural. The channels in the CAWS
8

 
are stable (carved out of bedrock or artificially stabilized), and flows are generally decoupled
from substrates, i.e. coarse-grained substrates observed in the CAWS may not be dependent on
or controlled by flow. In summary, the QHEI protocol
was not
designed to be applied to a flow-
regulated artificial waterway system such as the CAWS.
3. There
are errors and uncertainty in the environmental data.
Careful review of the data and metrics calculated in the CAWS UAA Report reveals
errors and uncertainty in the QHEI data and fundamental errors in how the boatable IBI scores
were calculated. These errors call into question the reliability of the analysis and the resulting
recommendations. First, there is considerable uncertainty as to what the
actual
QHEI scores are
for the North Shore Channel and the Cal-Sag Channel Unfortunately, due to transposition errors
in the habitat assessment report by Rankin (IEPA Attachment R), the QHEI scores for the
reference site at Sheridan Road on the North Shore Channel and for sampling sites on the Cal-
Sag Channel were incorrectly stated (see Essig testimony, 4/23/08, page 192-193). If these
QHEI scores were transposed, then the QHEI score at the reference site is considerably lower (42
instead of 54), which places the high-quality reference site in the "poor" habitat category. Given
the significantly lower QHEI score, the Sheridan Road site
no longer
meets the criteria as an
appropriate high-quality reference site, and the boundaries of the proposed Aquatic Life Use
categories for the CAWS are invalid and should be redefined.
Note: Proper application of the Ohio Boatable IBI requires identification of high quality
reference streams which serve as yardsticks to measure the biological health in similar, regional
water bodies. A high-quality reference stream will have suitable habitats and a diverse, well-
balanced aquatic community using those habitats. These characteristics represent the highest
level of physical, chemical, and biological integrity that can be attained within these regional
systems.
9

 
If the QHEI scores that were originally reported
are correct,
then at the Cicero Avenue
sampling site on the Cal-Sag Channel, the box plot of IBI scores falls
below
the minimum line
for IEPA's Aquatic Life Use "A" waters, and a QHEI score of 37.5 is classified as a "poor"
habitat.
These data are consistent with the statement on page 4-92 of the UAA Report that the
fish IBI scores in the Cal-Sag Channel are classified as "poor to very poor" and the QHEI scores
are classified as "poor".
At the Route 83 sampling site, the IBI score appears to be on the
dividing line between IEPA's Aquatic Life Use "A" waters and Aquatic Life Use "B" waters, but
the QHEI score of 42 is still in the "poor" range.
The Cal-Sag Channel and the Chicago Sanitary and Ship Canal share similar physical
characteristics (for example, deep-draft waterway, limited shallow area along banks, high
volume of commercial navigation) except that there is more weathering of the channel walls in
the Cal-Sag Channel.
The weathering of the bank walls provides a slight shallow shelf with
limited habitat for fish. This difference explains the slightly higher QHEI scores in the Cal-Sag
Channel compared to the Chicago Sanitary and Ship Canal. Nevertheless, both waterways are
considered "poor" habitat according to the QHEI classification scale in Table 2 of Rankin's
habitat assessment report (IEPA Attachment R). The small amount of rubble from the crumbling
walls does very little to improve the overall physical habitat for fish and invertebrates in the Cal-
Sag Channel.
The decision to include the Cal-Sag Channel as a higher Aquatic Life Use "A" water is
not
defensible, because the habitat indices for both monitoring stations were in the poor range,
and the IBI percentile scores are below or at the bottom of the range established for IEPA's
Aquatic Life Use "A" tier. In fact, the minimum IBI scores observed at the two monitoring
stations in the Cal-Sag Channel are among the lowest in the CAWS.
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Second, there are errors in the IBI scoring criteria listed in Table 4-11 of the CAWS
UAA Report [page 4-27]. In this table, the scores for the "fish numbers" metric have been
reversed. Instead of adding 5 points when there are less than 200 fish and 1 point when there are
greater than 450 fish, the opposite should have been done. This error tends to inflate the IBI
scores when fish densities are low.
Moreover, a special scoring procedure was incorrectly
applied to the CAWS data that is intended
only
for the Ohio
wadeable
IBI,
not
for the Ohio
boatable
IBI. Since the proposed Aquatic Life Use designations were based on these inflated IBI
scores,
all
of the Aquatic Life Use designations proposed for the CAWS need to be reconsidered
using the corrected IBI scores.
4.
There
are fatal flaws in the Aquatic
Life
Use designation methodology.
The method used to compare the QHEI and IBI scores found in Figure 5-2 of the UAA
Report are not scientifically valid. First, by plotting the IBI and QHEI scores on the same graph,
there is an implicit assumption that there is a one-to-one correspondence of IBI scores to QHEI
scores, even though this is clearly not the case. Rankin in his 1989 paper states that "using the
QHEI as a site-specific predictor of IBI can vary widely depending on the predominant character
of the habitat of the reach".
Second, IEPA adopted the approach used in the CAWS UAA Report, and
in that report,
the lines used to delineate the Aquatic Life Use categories are
based solely on the percentile IBI
scores.
Specifically, the Aquatic Life Use categories are delineated using the 75th percentile of
the IBI scores at the reference site (NSC Sheridan Road) and the 75th percentile of the IBI scores
from the entire waterway. Neither the CAWS UAA Report nor the materials supporting the
proposed rule provide any justification (biological or otherwise) for using the 75th percentile IBI
as a threshold.
11

 
Third, Figure 5-2 gives the impression that
both
biotic (IBI) and habitat (QHEI) indices
were utilized in formulating the Aquatic Life Use tiers, and that observed IBI scores were
consistent with the corresponding QHEI scores for selected reaches of the CAWS. However, the
range shown on the vertical axis for the IBI score is 12-38, even though the entire range of
possible IBI scores is from 12-60. On the QHEI score axis, the scale includes the entire range of
possible QHEI scores from 0 to 100. By plotting the IBI scores in this way, it is possible to
"adjust" where QHEI scores line up on the graph relative to the 75th percentile IBI line. In other
words, the scale on the IBI axis can be adjusted or scaled up or down to
arbitrarily
fit the QHEI
data to whatever IBI percentile is desired (what QHEI score would you like it to be?).
QHEI thresholds determined using this methodology are
arbitrary
and
scientifically
invalid.
The ability to arbitrarily shift the IBI percentile lines relative to the QHEI data in Figure
5-2 invalidates the justification provided for IEPA's use of a QHEI score of 40 as a lower
boundary for Aquatic Life Use "A" waters rather than a QHEI score of 45 as recommended by
Rankin in 2004 (IEPA Attachment R). To summarize, even though Figure 5 -2 appears to be
correct, any comparisons made between IBI and QHEI scores using this methodology are
not
scientifically valid.
Finally, it is stated in IEPA's Statement of Reasons that Aquatic Life Use "B" waters "are
capable of maintaining aquatic-life populations predominated by individuals of tolerant types..."
and Aquatic Life Use "A" waters "are capable of maintaining aquatic-life populations
predominated by individuals of tolerant or intermediately tolerant types..."
During cross-
examination of IEPA, efforts to elucidate a more detailed description of desired aquatic
communities for the CAWS were unsuccessful (see Smogor testimony, 3/10/08, pages 10-12).
The lack of a desirable (or expected) fish and benthic invertebrate species list is somewhat
12

 
surprising, because one would think that a description of the desired aquatic communities for
Aquatic Life Use "A" waters and/or Aquatic Life Use "B" waters would be useful to determine
if, and when, desired Aquatic Life Uses are actually attained. If we can't describe the biological
community that is potentially attainable, then how do we know that it doesn't already exist?
In summary, based on the aforementioned deficiencies, the Aquatic Life Use categories
and designations as proposed in IPCB R08-9 need to be reconsidered using a more transparent,
scientifically-based methodology.
At a minimum, the IEPA must first review and correct any
inaccuracies in the environmental data
before
using that data to delineate proposed Aquatic Life
Use waters for the CAWS. Further clarification is also needed regarding their approach and
basis for defining Aquatic Life Use tiers and designations. IEPA's current methodology relies
almost exclusively on the boatable IBI scores and does
not
adequately consider physical habitat,
flow regime, or existing aquatic communities. If these elements are not incorporated into IEPA's
analysis, the methodology must be judged as incomplete, arbitrary, and poorly founded in
science.
The Proposed
Water
Ouality Standards
Will Not Achieve
Designated Uses
In the Statement of Reasons, the IEPA hypothesizes that increased DO and reductions in
temperature will significantly improve fish diversity and community structure within the CAWS.
This implies that IEPA has determined that DO and elevated temperatures are the primary
stressors limiting the biological potential of aquatic communities in the CAWS. In their
submittals, the IEPA has not provided evidence that these are indeed the primary factors that
limit the development of a diverse, sustainable fish community in the CAWS. I would ask why
IEPA didn't compare readily available DO data with fish richness metrics from the CAWS to
demonstrate that the proposed increases in DO would
indeed
result in a significant increase in
fish richness and diversity. This is another deficiency in the IEPA assessment methodology.
13

 
Other non-water quality related parameters could also be limiting the biological potential
of the CAWS.
Examples include
,
but are not limited to:
Physical limitations such as lack of shallow bank-edge habitats and riparian cover; lack of
instream habitat cover and diversity; lack of suitable substrates and substrate heterogeneity;
or altered flow regimes (flow and water levels);
Biological limitations such as limited primary productivity, degraded
macrobenthic
communities (food supply), predation, or lack of appropriate spawning and nursery habitats;
Chemical limitations such as legacy contaminants in the sediments; and
Functional limitations such as navigation (prop wash and turbulence, sediment resuspension;
waves) and conveyance of waste and flood waters (variable flow regime, water levels).
Other investigators have recognized these potential limitations as well. For example, the
MWRDGC in Report 98-10 concluded that a lack of diverse aquatic habitats is one of the major
limiting factors affecting fish diversity and richness in the CAWS. Conclusion 8 of the report
states:
"Even though water quality is generally good, the fish populations of
the Chicago Waterway System are still dominated by omnivores,
tolerant forms, and habitat generalists. This is primarily because water
quality alone does not take into concern the condition of habitat, flow,
or other outside factors. The waterways of the Chicago Waterway
System were not constructed to be fishable streams with diverse
habitat types. They were built for navigation and water reclamation.
It is unlikely that these waterways can achieve the same stream quality
for fish as a natural habitat-rich waterway unless desirable fish habitat
is created..."
The CAWS UAA Report
also found that a lack of suitable habitat may be a major factor
that limits the attainment of diverse
,
sustainable fish communities
.
In fact the report on page 5-3
states:
"Improvements to water quality through various technologies, like re-
aeration may not improve the fish communities due to lack of suitable
habitat to support the fish populations. Unless habitat improvements
are made in areas like the CSSC, additional aeration may not result in
the attainment of higher aquatic life use."
14
I

 
Multiple lines of evidence support the fact that water quality in the CAWS has
improved
significantly
over the past several decades and is now good enough to support the passage of fish
and other aquatic organisms to and from the Mississippi River and Great Lakes Basins via the
CAWS. For much of the CAWS, fish richness and diversity has improved markedly since
effluent chlorination was terminated in 1984, the Tunnel and Reservoir Plan (TARP) came
online in 1985, and SEPA (aeration) stations improved DO levels in the Calumet River system.
Moreover, the existence of active angler groups and bass fishing tournaments on the
waterway also suggests that for many species, water quality (DO and temperature) for much of
the CAWS is
not a significant limiting factor.
Certainly there continue to be DO and temperature
limitations for other desirable, less-tolerant species (which are not specifically identified in the
UAA report or IEPA's statement of reasons), but if suitable habitats are not present, sustainable
populations of these species will not become established in the CAWS,
irrespective of how much
improvement there is in water quality.
A diverse benthic community is an important food source for young and adult fish. Lack
of an adequate benthic food supply could be a major limitation that is not necessarily related to
water quality or DO
,
but instead is caused by limitations in physical habitat
(
unnatural flow, lack
of suitable substrates
,
and poor sediment quality). In fact
,
fair to good Macroinvertebrate Biotic
Index (MBI) scores from the
"
in-water column
"
Hester Dendy samplers and
very
poor MBI
scores within CAWS sediments
(
Ponar grab samples
)
suggest that water quality improvements
may
already be sufficient
to support a more robust and diverse macroinvertebrate community if
suitable habitats were present in the
CAWS (
Wasik testimony).
In my opinion
,
the substantial investments needed for infrastructure to provide
incremental increases in DO and/or reductions in temperature will
not
yield a proportionate
15

 
biological response with respect to attaining sustainable fish communities and/or other beneficial
uses. The lack of diverse bank-edge and instream habitats within the CAWS may be a much
more significant limitation on the development of sustainable fish communities than current
levels of DO or temperature.
Without suitable habitat pattern and diversity, sustainable
populations of these species can not be established
irrespective of how much improvement there
is in water quality.
In fact, opportunities to improve physical habitat structure and increase
habitat diversity in selected reaches within the CAWS may yield a much more significant
biological response than system-wide improvements in DO and temperature.
Need for an Alternative Strategy to Generate a Comprehensive Habitat Assessment
Integrating all Fundamental Habitat Characteristics Necessary to Maximize Productive
and Ecological. Capacity of the CAWS
After reviewing the CAWS UAA Report, IEPA's proposed rule R08-9, and supporting
documentation, it becomes clear that there are major gaps in the CAWS environmental datasets,
especially with respect to physical habitat, spatial and temporal sampling, and the need for new
indices designed specifically to assess and summarize habitat and biological conditions in low-
gradient, non-wadeable, highly altered, urban streams and rivers.
Many of the major deficiencies
in IEPA's approach are listed in Table 1 (Attachment 3)
Recognizing the data gaps and limitations in the CAWS UAA Report, the MWRDGC in
the fall of 2007 issued a request for proposals entitled "Habitat Evaluation and Improvement
Study" designed to address many of the data gaps and deficiencies listed in Table 1. This study,
which is funded by the MWRDGC, is anticipated to be completed by summer 2009. As part of
this project, historical environmental data and newly collected environmental data will be
integrated into a comprehensive GIS package that will enhance accessibility and facilitate
analysis of CAWS environmental datasets.
16

 
The Habitat Evaluation and Improvement Study that is currently underway will follow a
scientifically sound, peer-reviewed, methodology for development of habitat indices in non-
wadeable rivers (Wilhelm,
et al.,
2005) to develop a CAWS-specific physical habitat index. This
index will be designed to differentiate habitat quality in the CAWS, where habitat variability is
relatively limited, especially within reaches. The study will make extensive use of existing biotic
and habitat data collected by MWRDGC between 2001 and 2007, supplemented with detailed
fish,
macroinvertebrate, water quality, and habitat data from 30 CAWS sampling stations in
2008. These data will be further augmented by digital bathymetric and shoreline video covering
the entire CAWS.
Robust multivariate statistical methods will be used to reduce the data and to identify the
most important fish and habitat variables in the CAWS. This approach will provide the strongest
relationships between fish and habitat, which is essential for understanding the ability of fish to
thrive in the CAWS. When completed, the CAWS habitat index will be applied to the entire
CAWS system. Furthermore, other important factors affecting fish will be considered in
evaluating habitat quality in the CAWS, including sediment chemistry and navigation impacts.
This study will create opportunities to develop linkages between physical habitat, water
quality, and aquatic communities in the CAWS. These linkages can then be used to
systematically (and scientifically) evaluate and manage for potential Aquatic Life Uses for
various segments of the CAWS, at scales much finer than had been previously possible.
Conclusions
Given the many deficiencies in the habitat data and lack of an appropriate science-based
methodology to designate Aquatic Life Use waters, the IEPA filing of proposed rule R08-9 and
17
17
1

 
associated DO and temperature criteria is premature.
Moreover, in my opinion, the protections
proposed in rule R08-9 are unnecessary and will not measurably enhance fish community
structure, aquatic diversity, or beneficial uses within the CAWS. It is not at all evident that the
substantial investments needed for infrastructure to provide incremental increases in DO and/or
reductions in temperature will result in attainment of Aquatic Life Uses that are different from
what already exist.
The ongoing Habitat Evaluation and Improvement Study is designed to address many of
the deficiencies highlighted in this testimony. This study will be completed by the end of this
calendar year with data and results available summer 2009. By integrating the results of this
study with other CAWS datasets, it should be possible to perform a comprehensive, integrated
assessment of the physical, chemical, and biological integrity of the CAWS. The objective
would be to identify the most efficient and cost-effective means to further protect and enhance
Aquatic Life Use waters and associated beneficial uses in the CAWS. It would then be
appropriate to move forward once this work has been completed.
I
would like to thank the Illinois Pollution Control Board for the opportunity to present
this testimony. I hope that the Board will carefully consider this testimony and act accordingly.
18
I

 
Testimony Attachments
1.
Resume: Scudder D. Mackey, Ph.D.
2.
Figure 1 Physical Characteristics of Aquatic Habitat
3.
Tab 1 e 1 Data Availability, Metrics, and Methods
4.
Written Report: Scudder D. Mackey, Ph.D.
References
MWRDGC. 1998. A Study of the Fisheries Resources and Water Quality in the Chicago
Waterway System 1974 through 1996. Report 98-10
Rankin, E.T. 2004. "Analysis of Physical Habitat Quality and Limitations to Waterways in the
Chicago Area". Center for Applied Bioassessment and Biocriteria, IEPA Attachment R
Rankin, E.T. 1989. The Qualitative Habitat Evaluation Index (QHEI), Rationale, Methods, and
Application.
Ohio EPA, Division of Water Quality Planning and Assessment, Ecological
Assessment Section, Columbus, Ohio.
USEPA. 1994. Water Quality Standards Handbook, Second Edition. Office of Water Regulations
and Standards, Washington, D.C. EPA 823-B-94-005a, August 1994.
Wilhelm, J.G.O., Allan, J.D., Wessell, K.J., Merritt, R.W., and Cummins, K.W. 2005. Habitat
Assessment of Non-Wadeable Rivers in Michigan. Environmental Management Vol. 36,
No. 4, pp. 592-609.
Yoder, C.O. and Rankin E.T. 1998. The
Role of Biological Indicators in a State
Water Quality
Management Process. Environmental
Monitoring
and Assessment
,
Vol. 51, pp.
61-88.
19


 
Attac
h
ment
1

 
flabitat Strlntions N_>L
QUALIFICATIONS
Demonstrated management
abilities and leadership skills
Excellent concept generation
and synthesis skills - innovative
solutions to complex problems
Experience dealing with multiple
stakeholders and partners during
project planning and design
Strong facilitation and
communication skills
EXPERTISE
Conservation Geology
Aquatic Habitat Characterization
Nearshore Coastal Processes
Fluvial Sedimentology
Hydrology
Aquatic Invasive Species
Geospatial (GIS) Mapping
EDUCATION
B.S., Geology, Hobart College,
Geneva, New York, 1971
M.S., Geology, University of
Wisconsin, Madison, Wisconsin 1977
Ph.D., Sedimentology, State
University of New York, Binghamton,
New York, 1993
AFFILIATIONS
International
Association of Great
Lakes Research
Geological Society of America
American Water
Resources
Association
Wisconsin Wetlands Association
American Fisheries Society
American Shore
and Beach
Preservation Association
Dr. Mackey is Principal and Owner of Habitat Solutions NA, an environmental
consulting firm based in the Chicago, Illinois region. Habitat Solutions NA is an
environmental consulting firm specializing in aquatic habitat assessment, protection,
and restoration; riverine and coastal physical processes and habitat dynamics; and
Great Lakes water resource issues. Dr. Mackey holds a Doctorate in Geology (fluvial
sedimentology) with areas of technical specialization in aquatic habitat characterization
and mapping; development of biophysical linkages to habitat; surface and watershed
hydrology; nearshore, coastal, and riverine processes; and application of geospatial
data and analyses (GIS) to Great Lakes aquatic ecosystems.
Dr.
Mackey has considerable experience working with multiple stakeholders and has
been directly involved with policy development and numerous protection and
restoration initiatives focused on a broad range of environmental issues, including:
Great Lakes water resources and diversions (Annex 2001), aquatic invasive species
(ballast
water introductions and Asian Carp), natural flow regime restoration (dam
removals and watershed flow-path analyses), and the mapping and characterization of
fish and aquatic habitats in large riverine and nearshore systems of the Great Lakes.
He has collaborated with many key environmental groups and resource management
agencies in both the U.S. and Canada and has an excellent rapport with agency,
academic, and NGO organizations within the Great Lakes basin. Dr. Mackey has
strong facilitation
and communications skills and has considerable experience
developing innovative solutions to complex environmental problems within the Great
Lakes basin.
Dr.
Mackey served as Supervisor for the Lake Erie Geology Group for the Ohio
Department of Natural Resources and worked for the Great Lakes Governors as
Project Implementation Manager with the Great Lakes Protection Fund (GLPF). Dr.
Mackey developed, reviewed, and participated in numerous aquatic habitat protection
and restoration projects in both coastal and riverine settings. He currently holds a dual
appointment as an Adjunct and Visiting Research Professor in the Departments of
Biological Sciences and Earth Sciences at the University of Windsor, Canada.
RELEVANT
AGENCY EXPERIENCE
Dr. Mackey served as the Supervisor of the Lake Erie Geology Group from 1992 through 2003. This field office
provided technical support and services to lakefront property owners, local communities, and local, State, and
Federal agencies. The primary focus of this office was to develop a better understanding of coastal erosion and
sediment transport processes along the Ohio Lake Erie coastline, and how to manage those processes in a
sustainable
way that benefits the people of the State of Ohio. The Lake Erie Geology Group worked closely with the
U.S. Army Corps of Engineers on numerous coastal issues and assisted with the technical evaluation of projects
proposed for Ohio Lake Erie waters. This office reviewed applications for new shore protection projects as part of a
multi-agency review process, with a strong focus on sand resource conservation and management.
From 1992 though 1996, Dr. Mackey was a co-PI with the USGS National Coastal Center as part of major study to
document and understand the underlying framework and processes influencing coastal erosion
along
the Ohio Lake
Erie coastline. Dr.
Mackey also initiated a comprehensive inventory of shore protection structures and a
comprehensive assessment of the distribution of lakebed materials in coastal margin and nearshore zones in Ohio
waters.
Working with coastal stakeholders, the Lake Erie Geology Group developed and implemented the protocols
to systematically map and quantify Coastal Erosion Areas as part of the Ohio Coastal
Management
Program.
Dr. Mackey also initiated habitat-related projects in cooperation with both State and Federal agencies, with a specific
emphasis on developing linkages between physical habitat structure, the processes that create and maintain those
habitats, and the biological organisms that relay on those habitats. Examples include the Metzger Marsh wetland
restoration project, an assessment of Walleye spawning habitat over the Western Basin Reefs, mapping of potential
small-mouth bass habitat around the fringes of the Lake Erie Islands, and numerous dam removal and stream habitat
assessment and protection projects in tributaries flowing into Lake Erie.
Phone: (847) 360-9820 Cell: (224) 430-0813 Fax: (847) 625-0925 a-Mail: scudder@sdmackey.com
I

 
RELEVANT PROJECT
EXPERIENCE
TRCA - Toronto
Region Conservation
Authority -
Restoration and Naturalization
of Lower Don River,
Toronto, Ontario (
ongoing
) In cooperation with Staff from Applied Ecological Services and the Toronto Regional
Conservation Authority, Dr. Mackey is mapping channel morphology and potential fish habitat structure in three urban
rivers in the Greater Toronto area. Two of these rivers are being used as reference sites to establish habitat-fish
community relationships from areas that have not been severely degraded. It is anticipated that this information and
data will be used to guide a comprehensive restoration and naturalization effort in the Lower Don River.
The Ohio State University -
Aquatic Habitat Mapping and Assessment
-
Sandusky Bay and Sandusky River,
northern Ohio
(
ongoing
) In May 2008, Dr. Mackey working in collaboration with a Graduate Student from the OSU
Aquatic Ecology Laboratory and Fisheries Biologists from the ODNR mapped the distribution of aquatic and fish
habitats in the Sandusky River and Sandusky Bay using sidescan sonar. This ongoing work is supported by the
ODNR - Division of Wildlife. This study is part of an ongoing project to establish baseline data in anticipation of the
removal of Ballville Dam on the Sandusky River in Fremont, Ohio.
ODNR
-
Division of Wildlife
- Reconnaissance Sidescan Sonar Data Acquisition
-
Mentor/Fairport area
(ongoing
) In May 2008, Dr. Mackey working in collaboration with Fisheries Biologists from the ODNR - Division of
Wildlife, collected more than 50 line miles of sidescan sonar data from nearshore and offshore waters in Lake Erie as
part of a regional fish habitat characterization project. These data will be integrated with older data collected by the
ODNR - Division of Wildlife to develop linkages between fish communities and nearshore habitat distributions. These
data are being used to identify and guide potential fish habitat restoration and protection projects within Maumee Bay.
OMNR
- Lake
Erie Fisheries Management Unit - Lake Erie nearshore Mapping and
Lake Trout
Rehabilitation
(ongoing
) In July 2007, Dr. Mackey working in collaboration with Fisheries Biologists from the Ontario Ministry of
Natural Resources (OMNR), initiated a project to collect sidescan sonar data from nearshore areas of the Canadian
Lake Erie coastline to identify and characterize potential lake trout fish spawning habitat in the eastern basin of Lake
Erie.
The OMNR, USFWS, NYDEC, ODNR, and USGS are working to rehabilitate native lake trout populations in
Lake Erie through habitat protection and rehabilitation efforts combined with an intensive stocking effort to begin in
the fall of 2008. These habitat data will be used to locate potential stocking sites in both Canadian and U.S. Lake Erie
waters.
U.S. EPA
-
Nearshore and Coastal Margin Habitat Assessment Project (completed)
In cooperation with Michigan State University, Dr. Mackey was a co-PI on a project to characterize nearshore habitat
zones and develop biophysical linkages between nearshore habitats and the aquatic organisms that use them. Dr.
Mackey used sidescan sonar and underwater video to identify and map nearshore and coastal margin habitats off the
Lake Michigan coastlines of Wisconsin and northern Illinois. He continues to work with aquatic ecologists and fishery
biologists from Michigan State University to characterize the biophysical linkages and heterogeneity of nearshore
substrates.
Ultimately, the results of this work will be used to assess the potential impact of changing water levels
(climate change) and shoreline modifications (armoring) on nearshore habitat distribution and structure. The
Wisconsin DNR and Regional Planning Commissions will use this information to guide development of new rules for
shoreline development to protect and restore fish and aquatic habitats in Lake Michigan nearshore waters.
U.S. EPA - Lake
Erie Binational Map Project
(
completed)
In cooperation with the University of Minnesota, the University of Windsor, Great Lakes Commission, and the U.S.
Geological Survey, Dr. Mackey was a co-PI on a project to develop a unified habitat classification system and map for
the entire Lake Erie basin. This project developed tools to assist the Lake Erie Lakewide Management Plan (LaMP)
to develop a bi-national inventory of the status and trends in the quantity and quality of fish and wildlife habitats in the
Lake Erie basin. The integrated habitat map will be used to track improvements in habitat quantity and quality
resulting from preservation, conservation, and restoration efforts and to guard against further loss or degradation from
land-use alterations. The project team is developed a strategy to revise and expand the classification scheme to the
rest of the Lake Erie Basin and also developed a binational habitat map data exchange website which includes links
to geospatial metadata and habitat coverages in the basin. The Lake Erie habitat classification and mapping project
serves as a model for the development of a comprehensive basinwide habitat classification system and inventory for
the entire Great Lakes basin.
2

 
bit.1f Solutions S_1
ODNR
-
Division of Wildlife
-
Reconnaissance Sidescan Sonar Data Acquisition
-
Maumee Bay
(
completed)
In early May 2007, Dr. Mackey working in collaboration with Fisheries Biologists from the ODNR - Division of Wildlife,
collected more than 75
line miles
(121 line km) of sidescan sonar data from shallow-
water areas
of Maumee as part
of a regional fish habitat characterization project.
These data will be integrated with older data collected by the
ODNR - Division of Geological Survey that characterizes nearshore substrate distributions along the entire 262-mile
Lake Erie shoreline and more recent data collected by Environment Canada in deeper-
water areas
of the Western
Basin
.
These data are being used to identify and guide potential fish habitat restoration and protection projects within
Maumee Bay.
SEWRPC - Racine County Shore Structure Inventory and Assessment Project (completed)
In cooperation with the Southeast Wisconsin Regional Planning Commission and the Wisconsin DNR, Dr. Mackey
developed and implemented a set of field protocols to identify, characterize, map, and inventory shore protection
structures along the Racine County Lake Michigan shoreline. This pilot project included extensive field work and data
collection using portable GPS equipment and development of a geospatial database and GIS to assess the current
state of shoreline armoring along the Wisconsin Lake Michigan shoreline. As part of this project, the condition and
integrity of structures were assessed along with the potential of these structures to modify nearshore coastal
processes and habitats. In part based on this work and a similar inventory of shore protection structures along
Wisconsin Lake Michigan shoreline, Dr. Mackey recently developed a new shoreline
alteration
index (SAI) that
assesses
not only the physical impacts of shore protection in the nearshore zone, but potential biological impacts as
well.
Ultimately, the results of this work will be combined with results from the U.S. EPA project (described above) to
assess the impact of shoreline armoring on coastal processes and nearshore habitat distribution and structure.
USFWS
-
Restoration Act Sponsored Research
(
completed)
In cooperation with the University of Windsor and The Ohio State University, Dr. Mackey was a co-PI on a recently
completed project designed to create a framework and develop a process to systematically identify, coordinate, and
implement aquatic and fish habitat restoration opportunities in the Lake Huron to Lake Erie Corridor (Huron-Erie
Corridor, HEC) within a context of water-level change resulting from potential long-term effects of global climate
change.
This project summarized existing datasets and initiatives and developed a comprehensive strategy to
identify and implement sustainable aquatic and fish habitat restoration opportunities within the Corridor. Components
of this restoration strategy are currently being implemented by the U.S. Geological Survey, U.S. Fish & Wildlife
Service, Michigan DNR, Environment Canada, and the Great Lakes Commission.
International Joint Commission
-
Great Lakes Water Quality Agreement
(
completed)
In 2005, the Water Quality Board of the International Joint Commission retained Dr. Mackey to explore more fully the
role of physical integrity as part of a comprehensive ongoing review of the Great Lakes Water Quality Agreement.
Currently the GLWQA is a "water chemistry" agreement that does not adequately define or incorporate the critical
elements of physical or biological integrity.
Dr.
Mackey's work succinctly defined physical integrity and provides
specific examples of the importance of physical integrity to both the environmental and economic health of the Great
Lakes basin.
This work provides the conceptual underpinnings for a suite of developing projects focused on the
protection and restoration of fish and aquatic habitats within connecting channels and waters (St. Clair and Detroit
Rivers) and Lake St. Clair. Moreover, this work may form the basis for delisting criteria for Benthic Habitat and Fish
and Wildlife populations within the St. Clair and Detroit River AOCs. Incorporating physical integrity into the GLWQA
will
provide new policy guidance and broaden the scope of the Agreement to include heretofore unrecognized
protection and restoration opportunities within the Great Lakes basin.
SERVICE
Dr.
Mackey currently serves as a member
of Lake Erie Habitat Task Group for the Great Lakes Fisheries
Commission
and the
AIS Barrier Advisory Panel and Rapid Response Team
for the USACE Chicago Waterway
electric field barrier project.
3
I

 
Habitat SoTutiow I
HONORS
/
AWARDS
Letters of Commendation
-
Ohio Senate
,
U.S. House of Representatives
,
Spring 2001
: For services to the
People of the State of Ohio and the Natural Resources of Lake Erie.
Speaker
,
Plenary Session
-
International Association for Great Lakes Research
,
1999
:
Cumulative Impacts:
Physical and Biological Linkages to Habitat.
42"d Conference on Great Lakes Research, Cleveland, Ohio, May 24-28.
Outstanding Paper
-
Journal of Sedimentary Research
,
1995
:
Three-dimensional model of alluvial stratigraphy:
theory and application.
Award conferred at SEPM President's Reception, 1997, Society Records and Activities,
Journal of Sedimentary Research, v. 67, no. 6, p. 1103-1114.
SELECTED PUBLICATIONS
Mackey, S.D.,
in review,
Climate Change Impacts and Adaptation Strategies for Great Lakes Nearshore and Coastal
Systems:
Climate
Change
in
Great Lakes
Region - Decision Making Under Uncertainty,
Michigan State
University, East Lansing, Michigan. (invited)
Mackey, S.D. and R.R. Goforth, 2005, Great Lakes Nearshore Habitat Science:
in
Mackey, S.D. and R.R. Goforth,
eds. Great Lakes nearshore and coastal habitats: Special Issue, Journal of Great Lakes Research 31
(Supplement 1), p. 1-5.
Mackey, S.D. and D.L. Liebenthal, 2005, Mapping changes in Great Lakes nearshore substrate distributions:
in
Mackey, S.D. and R.R. Goforth, eds. Great Lakes nearshore and coastal habitats: Special Issue, Journal of Great
Lakes Research 31 (Supplement 1), p. 75-89.
Meadows, G.A., Mackey, S.D., Goforth, R.R., Mickelson, D.M., Edil, T.B., Fuller, J., Guy, D.E. Jr., Meadows, L.A.,
Brown, E., Carman, S.M., and Liebenthal, D.L., 2005, Cumulative Impacts of Nearshore Engineering:
in
Mackey,
S.D. and R.R. Goforth, eds. Great Lakes nearshore and coastal habitats: Special Issue, Journal of Great Lakes
Research 31 (Supplement 1), p. 90-112.
Mackey, S.D.,
in press,
Lake Erie Sedimentation and Coastal Processes: in Ciborowski, J.J.H., M.N. Charlton, R.G.,
Kreis, Jr., and J.P. Reutter (ed), Lake Erie at the millennium - changes, trends, and trajectories. Canadian
Scholars' Press Inc, Toronto, ON. (invited)
Evans, J. E., Mackey, S. D., Gottgens, J. F. and Gill, W. M., 2000, From Reservoir to Wetland: The Rise and Fall of an
Ohio Dam: in Schneiderman, J.L. (ed), The Earth around us: Maintaining a livable planet:
W.H. Freeman Co.,
San Francisco, CA. p. 256-267. (invited)
Evans, J.E., Mackey, S.D., Gottgens, J.F., and Gill, W.M., 2000, Lessons from a Dam Failure: Ohio Journal of
Science, v. 100, no. 5, p. 121-131.
Evans, J.E., Gottgens, J.F., Gill, W.M., and Mackey, S.D., 2000, Sediment Yields controlled by Intrabasinal Storage
and Sediment Conveyance over the Interval 1842-1994: Chagrin River, Northeast Ohio, U.S.A.: Journal of Soil
and Water Conservation, v. 55, no. 3, p. 264-270.
Roseman, E.F., Taylor, W.B., Hayes, D.B., Haas, R.C., Davies, D.H., and Mackey, S.D., 1999, Influence of Physical
Processes on the early life history stages of Walleye,
Stizostedion vitreum,
in western Lake Erie: Ecosystem
Approaches for Fisheries Management, University of Alaska Sea Grant Program, AK-SG-99-01.
Berkman, P.A., Haltuch, M.A., Tichich, E., P.A., Garton, D.W., Kennedy, G.W., Gannon, J.E., Mackey, S.D., Fuller,
J.A., and Liebenthal, D.L., 1998, Zebra mussels invade Lake Erie muds: Nature, v. 393, p. 27-28.
Mackey, S.D. and Bridge, J.S., 1995, Three-dimensional model of alluvial stratigraphy: theory and application,
Journal of Sedimentary Research, v. B65, no. 1, p. 7-31.
Bridge, J.S., and Mackey, S.D., 1993, A theoretical study of fluvial sandstone body dimensions, in: Flint, S. and
Bryant, I.D. (ed), The Geological Modeling of hydrocarbon Reservoirs and Outcrop Analogues, International
Association of Sedimentologists Special Publication No. 15, p. 213-236.
Bridge, J.S., and Mackey, S.D., 1993, A revised alluvial stratigraphy model, in: Marzo, M. and Puigdefabregas, C.
(ed), Alluvial Sedimentation, International Association of Sedimentologists Special Publication No. 17, p. 319-336.
Mackey, S.D. and Bridge, J.S., 1992, A revised FORTRAN program to simulate alluvial stratigraphy: Computers and
Geosciences, v. 18, no. 3, p. 119-181.
4
I

 
habitat
Solutions \.
TECHNICAL REPORTS
Mackey
,
S.D., 2006
,
Great Lakes
Dry
Cargo
Sweepings Impact Analysis
-
Sidescan
Sonar
Data Acquisition:
Final
Report
,
USDOT Volpe Transportation Center and U.S. Coast Guard
,
Washington
,
D.C. 48 p. plus appendices.
Mackey
,
S.D., Reutter
,
J.M, Ciborowski
,
J.J.H., Haas
,
R.C., Charlton
,
M.N., and Kreis
,
R.J., 2006,
Huron-Erie
Corridor system Habitat
Assessment
-
Changing Water levels and Effects of Global Climate Change
:
Project
Completion Report
,
USFWS Restoration Act Sponsored Research Agreement #30181-4
-
J259. 47 p.
Mackey
,
S.D., Johnson
,
L.B., Ciborowski, J.J.H., Hollenhorst
,
T., 2006,
Planning for an Integrated Habitat
Classification System
and Map for the
Lake
Erie Basin
:
Summary Report
-
Workshop II, University of Windsor,
Windsor
,
ON. January 2006. 33 p.
Mackey
,
S.D. 2005
,
Assessment
of Lake Michigan Shoreline Erosion Control Structures in Racine County.
Southeast
Wisconsin Regional Planning Commission
,
Waukesha
,
WI. 36 p.
Mackey
,
S.D., 2005
,
Physical Integrity of the Great
Lakes
:
Opportunities for Ecosystem Restoration
:
Report to the
Great Lakes Water Quality Board
,
International Joint Commission,
Windsor, ON.
Mackey
,
S.D. and Bridge
,
J. S., 1990
,
The
use of
empirical data to predict alluvial channel-belt geometry
:
a critical
evaluation
:
SUNY technical report, 22 p.
USGS OPEN
-
FILE REPORTS
/
TECHNICAL REPORTS
Mackey
,
S.D., 1996
,
Multivariate recession factor analysis
-
Ashtabula and Lake Counties
,
Ohio, in
:
Folger, D.W.
(ed), Lake Erie Coastal Erosion Study Workshop
-
August 1996
:
USGS Open
-
File Report 96-507.
Mackey, S.D., 1996
,
Relationship between sediment supply
,
barrier systems
,
and wetland loss in the western basin
of Lake Erie
-
a conceptual model, in
:
Folger
,
D.W. (ed), Lake Erie Coastal Erosion Study Workshop - August
1996
:
USGS Open-File Report 96-507.
Mackey
,
S.D., 1995
,
Lake Erie Wetlands
-
Metzger Marsh Restoration Project, in: Folger
,
D.W. (ed
),
Lake Erie
Coastal Erosion Study Workshop
-
April 1995
:
USGS Open-File Report 95-224.
Mackey
,
S.D., 1995
,
Lake Erie Sediment Budget, in: Folger, D.W. (ed
),
Lake Erie Coastal Erosion Study Workshop -
April 1995
:
USGS Open
-
File Report 95-224
,
p. 34-37.
Mackey
,
S.D. and Guy
,
D.E., Jr
.,
1994, Geologic framework and restoration of an eroded Lake Erie coastal marsh -
Metzger Marsh
,
Ohio, in
:
Folger, D.W. (ed
),
Lake Erie Coastal Erosion Study Workshop - February 1994: USGS
Open
-
File Report 94
-
200, p. 28-31.
Mackey, S.D. and Guy
,
D.E., Jr
.,
1994
,
Comparison of long
-
and short
-
term recession rates along Ohio's Central
Basin shore of Lake Erie, in: Folger
,
D.W. (ed
),
Lake Erie Coastal Erosion Study Workshop
-
February 1994:
USGS Open-File Report 94
-
200, p
. 19-27.
ABSTRACTS/
PRESENTATIONS
Mackey
,
S.D., 2007
,
Lakebed Erosion of Cohesive Clays -An Alternative Erosion Hypothesis: International
Association for Great Lakes Research
,
50th Conference on Great Lakes Research, State College, Pennsylvania,
May 28
-
June 1, 2007.
Gerke
,
B., Livchak
,
C., and Mackey, S.D., 2007, A New Indicator of Shoreline Alteration for Lake Erie: International
Association for Great Lakes Research
,
50th Conference on Great Lakes Research, State College
,
Pennsylvania,
May 28
-
June
1, 2007.
Mackey
,
S.D., 2007
,
Climate Change Impacts and Adaptation Strategies for Great Lakes Nearshore and Coastal
Systems
:
Climate Change in
Great Lakes
Region
-
Decision Making Under Uncertainty
,
Michigan State
University
,
East Lansing
,
Michigan
,
March 15-16, 2007
(
invited)
Mackey, S.D. 2006
,
A Natural History of the Great Lakes
-
How Landscapes and Processes Create an Ecosystem:
National Estuarine Research Reserves Annual Meeting
,
Huron
,
Ohio. October 16, 2006.
Mackey
,
S.D., Brammeier
,
J. and Polls
,
I., 2006
,
The Case for Ecological Separation of the Mississippi River and the
Great Lakes Basins via the Chicago Waterway System
:
International Association for Great Lakes Research, 49th
Conference on Great Lakes Research
,
Windsor
,
Ontario
.
May 22
-
26, 2006.
5

 
habitat
solufiaw NA
Mackey, S.D., 2005, Physical Integrity - Linking Landscapes to the Lakes:
2005 A.D. Latornell Conservation
Symposium,
Alliston, Ontario, November 16-18, 2005. (invited)
Mackey
,
S.D. and Goforth, R.R., 2005
,
Lake Michigan Nearshore Habitat, Protection
,
and Restoration
:
Lake Michigan
State o the
Lake
Conference,
Green Bay, Wisconsin, November 2-3, 2005. (invited)
Mackey, S.D. and Hahn, M.G., 2005, Inventory and Assessment of Lake Michigan Shoreline Erosion Control
Structures in Racine County: Lake
Michigan
State
of the Lake Conference,
Green Bay, Wisconsin, November 2-3,
2005. (invited)
Mackey, S.D., Ciborowski, J.J.H. and Haas, 2005, Things to Consider- Habitat Dynamics and Changing Water Level
Regimes
:
Lake St. Clair Biennial Conference
,
Wallaceburg
,
Ontario, September 21-22. (invited)
Mackey, S.D., 2004, Wetland Hydrology, Connectivity, and Water
Balance
:
Constructed Wetlands Workshop,
Lake
Erie Center, University of Toledo, Toledo, Ohio, June 16-18, 2004. (invited)
Mackey
,
S.D., 2004
,
A Conceptual Framework for Nearshore and Coastal Habitats
:
International Association for
Great Lakes Research, 47th Conference on Great Lakes Research, Waterloo, Ontario
,
May 24-28, p. 95. (invited)
Meadows, G.A., Mackey, S.D. Mickelson, D.M., Edil, T.B., Goforth R., Guy Jr., D.E., and Fuller, J.A., 2004,
Cumulative Habitat Impacts of Nearshore Engineering
:
International Association for Great Lakes Research, 47tt
Conference on Great Lakes Research, Waterloo, Ontario, May 24-28, p. 105. (invited)
Tyson
,
J.T., Ryan
,
P.A., and Mackey
,
S.D., 2004
,
Nearshore Habitat in Lake Erie: Physical Habitat and Biological
Accommodation at Relevant Spatial Scales
:
International Association for Great Lakes Research, 47th Conference
on Great Lakes Research
,
Waterloo
,
Ontario, May 24
-
28, p. 157
. (
invited)
Mackey
,
S.D., 2004
,
Coastal Erosion Processes
:
Erosion Mechanics and Models
:
Coastal
Bluff and Dune Erosion
Forum and Workshop,
Sheboygan River Partnership, University of Wisconsin Extension, Wisconsin Coastal
Management Program
,
University of Wisconsin
-
Sheboygan
,
Sheboygan
,
Wisconsin
,
March 20
,
2004. (invited)
Mackey
,
S.D., 2003
,
Changing Water Levels in Lake Erie and Linkages to Ecosystem Health
:
International
Association for Great Lakes Research
,
46th Conference on Great Lakes Research, Chicago, Illinois, June 23-26,
p.124. (invited)
Mackey, S.D., 2003, A Conceptual Framework for Nearshore and Coastal Habitats:
Research,
Assessment,
and Data
Needs
to Promote protection
of Great Lakes
Nearshore Fisheries Habitat Workshop,
Michigan Natural Features
Inventory and the Great Lakes Fishery Trust, April 1-2, 2003, Muskegon, Michigan. (invited)
Mackey, S.D., Liebenthal, D.L., and Fuller, J.A., 2003, Nearshore Habitat Dynamics: Research, Assessment, and
Data
Needs
to Promote protection of Great
Lakes Nearshore
Fisheries Habitat Workshop,
Michigan Natural
Features Inventory and the Great Lakes Fishery Trust, April 1-2, 2003, Muskegon, Michigan. (invited)
Mackey
,
S.D., 2003
,
Hydrology and fish habitat issues in the St. Clair Delta
:
Annual Meeting, Lake Erie Committee -
Great Lakes Fishery Commission
,
March 24
-
25, 2003
,
Port Huron
,
Michigan
. (
invited)
Mackey, S.D., 2003, Great Lakes Coastal Margins:
2"d Habitat Protection and Restoration Workshop,
Lake Erie
Millennium Network, February 11-13, 2003, Windsor, Ontario. (invited)
Mackey, S.D., 2002, Great Lakes Nearshore Coastal Habitats:
1St
Habitat Protection and Restoration Workshop,
Lake
Erie Millennium Network
,
December 9-10, 2002
,
Windsor, Ontario
. (
invited)
Mickelson
,
D.M., Brown
,
E.A., Edil, T.B., Meadows
,
G.A., Mackey, S.D., Liebenthal, D.L., and Fuller
,
J.A., 2002,
Comparison of sediment budgets of bluff/beach/nearshore environments near Two Rivers
,
Wisconsin
,
on Lake
Michigan
,
and at Painesville
,
Ohio, on Lake Erie: Geological Society of America Abstracts with Programs, v. 34,
no. 2, p. A-12.
Mackey
,
S.D., Foye
,
D.A., Davies
,
D.H., and S
.
Wells, 2001
,
Structural Habitat
:
Substrate and morphology in Riverine
Environments
:
International Association for Great Lakes Research
, 44th
Conference on Great Lakes Research,
Green Bay, Wisconsin, June 10-14, p. 79.
Fuller, J.A., Liebenthal
,
D. L., and Mackey
,
S.D., 2001
,
The use of sidescan sonar to map sediment distribution and
track littoral transport in Lake Michigan and Lake Erie: International Association for Great Lakes Research, 44th
Conference on Great Lakes Research
,
Green Bay
,
Wisconsin
,
June 10
-
14, p. 44.
Liebenthal
,
D.L., Fuller
,
J.A., and Mackey
,
S.D., 2001
,
Application of Sidescan Sonar and GIS Technologies to Map
Nearshore Sand Distribution in Lake Michigan and Lake Erie
:
International Association for Great Lakes Research,
44th Conference on Great Lakes Research, Green Bay, Wisconsin, June 10-14, p. 75.
Carman, S.M., Goforth, R.R., Meadows, G.A., and Mackey, S.D., 2001, Associations between Great Lakes
Nearshore Communities and Habitats Influenced by Varied Levels of Shoreline Development
:
International
Association for Great Lakes Research
,
44th Conference on Great Lakes Research
,
Green Bay
,
Wisconsin, June
10-14, p. 14.
6
I

 
Habitat Solutions NA
Graber,
B.E., Bowman
,
M., Carney, R.S., Doyle, M.W., Fisher, M., Mackey, S.D., and Wildman, L., 2001, Technical
Issues in Small
Dam Removal
Engineering
:
The Future of Dams and Their Reservoirs, United Sates Society on
Dams, 21st USSD Annual
Meeting and
Lecture Proceedings, Denver, CO.
Goforth, R.R., Meadows, G.A., and Mackey, S.D., 2001, Nearshore ecological properties associated with shoreline
processes in selected Great Lakes ecosystems: Coastal Zone '01 Conference, Cleveland, Ohio. (invited)
Goforth, R.R., Meadows, G.A., Mickelson, D.M., Edil, T.B., and Mackey, S.D., 2000, Associations between bluff
erosion processes and nearshore aquatic ecosystem properties along Great Lakes shorelines: Ecological Society
of America, Annual Meeting, Snowbird, Utah.
Mickelson, D.M., Brown, E.A. Edil, T.B., Meadows, G.A., Mackey, S.D., Liebenthal, D.L. and Fuller, J.A., 2000, An
integrated bluff-beach-nearshore sediment study in northeastern Wisconsin: Geological Society of America, 2000
Abstracts with Programs v. 32, no. 4 p. A-52.
Mackey, S.D., Guy, D.E., Meadows, G.E., Perlin, M., Ozkan-Haller, T., Mickelson, D.M., and Edil, T., 1999,
Nearshore models: A method to assess cumulative impacts of shoreline armoring on nearshore habitat:
Geological Society of America, North-Central Annual Meeting, Champaign-Urbana, Illinois, April 22-23, p. A-57.
Guy, D.E. and Mackey, S.D., 1999, Geologic studies along the Ohio shore of Lake Erie -1838 to 1999: Geological
Society of America, North-Central Annual
Meeting
,
Champaign-Urbana, Illinois, April 22-23, p. A-18.
Mackey, S.D. and Tyson, J.T., 1999, Identification and delineation of EcoZones based on physical characteristics of
structural habitat: International Association for Great Lakes Research, 42nd Conference on Great Lakes Research,
Cleveland, Ohio, May 24-28, p. A-75-A76.
Mackey, S.D., Foye, S.A., and Guy, D.L., Jr., 1999, Impacts and mitigation of the April 9, 1998 storm: Ohio's Western
Basin coastal area
: International Association for Great Lakes Research, 42nd Conference on Great Lakes
Research, Cleveland, Ohio, May 24-28, p. A-75.
Fuller, J.A., Mackey, S.D., and Liebenthal, D. L., 1999, Mapping and distribution of substrates from six Western Basin
reefs in Lake Erie: an update: International Association for Great Lakes Research, 42"d Conference on Great
Lakes Research, Cleveland, Ohio, May 24-28, p. A-35.
Mackey, S.D., 1999, Opportunities for Dam Removal and Riparian Habitat Restoration - Chagrin Falls, Ohio: Midwest
Fish and Wildlife Conference, Chicago, Illinois.
Mackey, S.D., Davies, D.H., Foye, D.A., 1999, Potential Physical and Biological Impacts of Dam Removal -
Sandusky River, Northwest Ohio: Midwest Fish and Wildlife Conference, Chicago, Illinois.
Mackey, S.D., and Dye, B.P., 1998, GIS Applications For Wetland Restoration
, Management
,
And Monitoring -
Metzger Marsh
, Lucas County, Ohio: Midwest/Great lakes ESRI-GIS Users Conference & Cincinnati Area GIS
(CAGIS) Technology Exposition, Cincinnati, Ohio.
Mackey, S.D. and Haines, J.W., 1998, Geological factors controlling recession - Ohio Lake Erie Coastline:
Geological Society of America, North Central Annual Meeting, Columbus, Ohio, v. 30, no. 2, p. 58
Mackey, S.D. and Foye, D.A., 1998, Relationship between sediment supply, barrier systems, and wetland loss in the
Western Basin of Lake Erie - a conceptual model: Geological Society of America, North Central Annual Meeting,
Columbus, Ohio, v. 30, no.2, p. 58
Dean, S.L., Drescher, E.W., Lime, J., VanArsdalen, R., Fuller, J.A., Liebenthal, D.L., and Mackey, S.D., 1998, Joint
pattern control on geomorphology of Lake Erie islands, Northern Ohio, U.S.A., in: Proceedings Woodworth
Conference on Fractures, University of Ulster, Coleraine Northern Ireland, p. 14
Mackey, S.D. and Davies, D.H., 1996, Identification, protection, and rehabilitation of fisheries habitat in riverine and
coastal
systems - a geological approach: American Fisheries Society Annual Meeting, Ann Arbor, Michigan.
(invited)
Guy, D.E., Jr., Fuller, J.A., and Mackey, S.D., 1994, Coastal response to breakwater construction at Geneva State
Park, Northeast Ohio: Geological Society of America, North Central Annual
Meeting
, Kalamazoo, Michigan, v. 26,
no. 5, p. 18.
Mackey, S.D., and Guy, D.E., Jr., 1994, A different approach to mapping coastal recession - combining the old with
the new: Geological Society of America, North Central Annual
Meeting
, Kalamazoo, Michigan, v. 26, no. 5, p. 52
Mackey, S.D., and Guy, D.E., Jr., 1994, Geologic framework of an eroded Lake Erie coastal marsh -- Metzger Marsh,
Ohio: Geological Society of America, North Central Annual Meeting, Kalamazoo, Michigan, v. 26, no. 5, p. 52
Lime, J.C., VanArsdalen, R.C., Dean, S., Mackey, S.D., Fuller, J.A., and Liebenthal, D.L., 1994, Fracture patterns,
shoreline and lake bottom features, Kelley's Island and South Bass
Island
, Lake Erie, Ohio: Geological Society of
America, North Central
Annual Meeting
, Kalamazoo, Michigan, v. 26, no. 5, p. 50.
7

 
Ttabitnt
Sdutions NA
Stone, B.D., Pavey
,
R.R., Guy
,
D.E., Jr
.,
and Mackey
,
S.D., 1993
,
Stratigraphy and erosion processes that control
Lake Erie bluff morphology
,
northeastern Ohio: International Association of Great Lakes Research, 36th
Conference on Great Lakes Research
,
De Pere
,
Wisconsin, June 4-10, p. 54.
Mackey
,
S.D. and Bridge
,
J.S., 1992
,
The use of a three-dimensional alluvial stratigraphy model to simulate the
effects of base
-
level change on alluvial deposition: Mesozoic of the Western Interior
,
sedimentological responses
to base level change
:
SEPM Rocky Mountain Section Meeting
,
August 1992.
Mackey
,
S.D. and Bridge
,
J.S., 1991, Alluvial stratigraphy models
-
a progress report
:
characterization of fluvial and
aeolian Reservoirs
:
Geological Society
,
University of Aberdeen
,
March 1991.
Bridge
,
J.S. and Mackey
,
S.D., 1989
,
Quantitative modeling of alluvial stratigraphy
:
a new look: Quantitative Dynamic
Stratigraphy
,
28th International Geological Congress, Washington
,
D.C., July 1989.
8

 
Attac
h
me
n
t 2

 
Scudder Mackey Attachment 2
Physical Characteristics of Aquatic Habitat
Climate
(Energy)
Habitat
Substrate
Water Mass
(Geology
)
(Hydrology)
Energy -
estimated from hydraulic
calculations for both oscillatory and
unidirectional flows
,
flow regime
Substrate -
bedrock
,
composition,
texture
,
hardness, stability,
porosity
,
permeability
,
roughness,
contaminants
,
macrophyte/woody
debris.
• Water
Mass
-
depth, temperature,
turbidity
,
nutrients
,
contaminants,
dissolved oxygen
,
and water
quantity.
Habitat -
physical characteristics
and energy conditions that meet
the needs of a specific species
and/or biological community for a
given life stage.
Figure 1. Fundamental Characteristics of Aquatic Habitat

 
A
tt
ac
hm
e
nt 3

 
Mackey Attachment 3
Table 1.
Data
Availability,
Metrics and Methods
Rankin
(
2004
),
CAWS IJAA
,
Habitat Evaluation and
Assessment Factor
Applicability
Statement of Reasons
Improvement Study
Number of Instream
Natural
and artificial
20 sampling sites based on
30 sampling sites based on
Sampling Sites
systems
availability offish data
,
no
consideration of physical
consideration of physical
habitat
,
geospatially integrated
habitat
with continuous monitoring
stations and shoreline/ bank-
edge inventory and assessment
Distance between
Natural and artificial
Min: 0.5 miles
(
0.8 km
)
Min: 0.25 miles
(
0.4 km)
Sampling Sites
systems
Max: 15
.
8 miles (25.4 km
)
Max: 9.6 miles
(15.3 km)
Mean
:
4.3 miles (6.9 km
)
Mean
:
2.9 miles
(4.7 km)
Continuous shoreline/bank-edge
inventory and
assessment
Type and Extent
of
Natural and artificial
Numerous sediment samples
Geospatial integration of
Substrates
systems
available -
not
used
in Aquatic
historic and new sediment
Life Use designation Analyses
sampling data
Substrate
Quality
Natural and artificial
Sediment chemistry and
Review and evaluation of
systems
contaminant data available -
not sediment quality data
,
including
used
in Aquatic Life Use
organic and inorganic chemical
designation Analyses
data
,
as well as sediment
toxicity data
;
geospatial
referencing
of historic
sediment
chemistry and contaminant data
Type and Extent
of
Natural and artificial
Data at 20 sampling sites, sites
Data at 30 sampling sites, sites
Instream Habitat Cover
systems
located based on available
located based on physical
fisheries data
habitat characteristics
Type and Extent
of
Natural and artificial
Unknown
,
not surveyed or
Geospatially referenced,
Shoreline and Bank-
systems
inventoried
.
Qualitative
continuous digital shoreline
Edge Habitats
observations only.
video for both banks of the
entire CAWS, for inventory and
assessment
Type
and Extent
of
Natural and artificial
Unknown
,
not surveyed or
Geospatially
referenced,
Riparian Cover
systems
inventoried
.
Qualitative
continuous digital shoreline
observations only.
video for both banks of the
entire CAWS,
for inventory and
assessment
Flow Regime and Water
N/A to CAWS as
Flow, water level, and hydraulic
Flow, water level, and hydraulic
Levels
flows and water
modeling data available - not
modeling data available, potential
levels are regulated
used in Aquatic Life Use
for analysis of conveyance,
for flood control,
designation
navigation impacts of proposed
conveyance of
restoration activities
wastewater,
navigation
Water
Quality
Natural and artificial
Complete suite of water quality
Rigorous evaluation of
systems
data available -
no evidence
continuous DO data,
that proposed increase in DO
supplemented with the DO
will yield significant biological
profiles conducted at the 29
response
habitat sampling stations
surveyed during 2008 season;
analysis of other water quality
data; integration with biotic data
Physical Habitat Metric
Metric for natural
QHEI
- not designed for low-
Developing new physical habitat
systems, Metric for
gradient, urban
streams
or
index designed specifically for
low-gradient artificial
rivers
the unique conditions within the
systems
CAWS and other similar low-
gradient urban streams and
rivers
Habitat Pattern and
Natural
and artificial
None
-
not considered
Geospatial integration of
Juxtaposition
systems
discrete sample data and
continuous sampling data
Fish Community
Metric for natural
Boatable IBI
- incorrectly
Selection offish metrics will be
Metrics
systems, Metric for
calculated
based on CAWS
fish data and
low-gradient artificial
new CAWS-specific fish metrics
systems
will be developed
if appropriate
1

 
Mackey Attachment 3
Assessment Factor
Applicability
Rankin
(
2004
),
CAWS UAA,
Habitat Evaluation and
Statement of Reasons
Improvement Study
Macroi nverteb rate
Natural and artificial
MBI -
not used in Aquatic Life
MBI geospatially integrated with
Community Metrics
systems
Use designation
historic and current datasets
Science-based
Natural and artificial
IBI percentile
scores
and
best
Apply existing and new methods
Integrative
systems
professional judgment
used to to geospatially integrate
Methodology and
delineate Aquatic Life Use
environmental data and to
Metric
(
s)
categories and waters
analyze and summarize
condition of the CAWS using a
new suite of metrics, potentially
at a much finer scale.
Navigation Impacts on
Natural and artificial
None - not considered
Navigation effects from
Fish
systems
commercial
shipping activities
may play a significant role in
limiting near shore habitat
potential and some aspects of
water quality and those impacts
are currently being evaluated
using a combination of literature
reviews
and field observations
from the 2008 season
Note
: -
Red text indicates components that are considered to be deficient assessment factors.
Green text indicates components of the ongoing "Habitat Evaluation and Improvement Study" that address those deficiencies.
2

 
A
tt
a
chm
e
nt 4

 
Mackey Written Report
WRITTEN REPORT
Scudder D. Mackey, Ph.D.
Physical Habitat Assessment
-
IEPA Proposed Rulemaking R08-9
Overview
This summary report is focused primarily on the aspects of
physical habitat
related to the
Aquatic Life Use categories and designations proposed in IPCB rulemaking R08-9 and the
methodology that IEPA used to designate those Aquatic Life Uses. Review of the Chicago Area
Waterway System (CAWS) UAA Report and (EPA's Statement of Reasons reveals that the data
and methodology used by IEPA is inaccurate, flawed, and does not adequately consider all of
the key elements necessary to assess the condition of aquatic habitats. Moreover, it is unlikely
that the standards proposed in IPCB rulemaking R08-09 will significantly improve fish
community structure and diversity in the CAWS. Based on these deficiencies, an alternative
strategy that integrates
all
of the fundamental habitat characteristics is needed to correctly
assess the Aquatic Life Use potential in order to maximize the productive and ecological
capacity of the waterway, a strategy that the Metropolitan Water Reclamation District of Greater
Chicago is currently pursuing.
Habitat Integrity - A Framework
for Sustainable Habitats and
Ecosystems
Aquatic habitats are created when there is an intersection of a range of physical, chemical, and
biological characteristics that meet the life stage requirements of an organism.
Aquatic habitats
are inextricably linked to physical integrity. Habitat is the critical component that links biological
communities and ecosystems to natural processes, pathways, and the landscape. The pattern
and distribution of habitats are controlled, in part, by the underlying physical characteristics of
the basin and interactions between energy, water, and the landscape. Moreover, the physical
characteristics and energy conditions that define aquatic habitats are created by the interaction
of master variables - climate (energy), geology (geomorphology and substrate), and hydrology
(water mass characteristics and flow) - the same variables and processes that maintain
physical integrity (Figure 1). Biological characteristics are also an important element of aquatic
habitat, but will not be discussed in detail in this testimony and are not included in Figure 1.
1

 
Mackey Written Report
Physical Characteristics of
Aquatic Habitat
(Climate)
Energy
(Geology)
(Hydrology)
Energy -
estimated from
hydraulic calculations for both
oscillatory and unidirectional
flows, flow regime
• Substrate -
bedrock,
composition, texture, hardness,
stability, porosity, permeability,
roughness, contaminants,
macrophyte/woody debris.
Water
Mass - depth,
temperature, turbidity, nutrients,
contaminants, dissolved oxygen,
and water quantity.
Habitat -
physical characteristics
and energy conditions that meet
the needs of a specific species
and/or biological community for
a given life stage.
Figure 1. Fundamental Characteristics of Aquatic Habitat
From the perspective of physical integrity,
physical habitats
are defined by a range of physical
characteristics and energy conditions that can be delineated geographically that meet the needs
of a specific species, biological community, or ecological function (Mackey 2005, Attachment
M1). To be utilized as habitat, these physical characteristics and energy conditions must exhibit
an organizational pattern, persist, and be "repeatable" - elements that are essential to maintain
a sustainable and renewable resource (Peters and Cross 1992). The repeatable nature of
habitat implies that the natural processes that create physical habitat must also be repeatable
and may persist over a range of spatial and temporal scales.
For example, seasonal changes in flow, thermal structure, and water mass characteristics
create repeatable patterns and connections within tributaries and lakes. Spatially, these patterns
occur within the same general locations year after year and native species have adapted in
response to these repeatable patterns. Moreover, movement of water, energy, and materials
through the system (which depends on connectivity) also exhibits an organizational pattern,
persists, and is repeatable. These patterns and connections, in part, control the seasonal
distribution and regulate the timing, location, and use of aquatic habitats.
2

 
Mackey Written Report
Also critically important is the pattern and juxtaposition of different types of habitat
,
i.e. habitat
heterogeneity or diversity
.
For example
,
successful recruitment of fish will not occur if spawning
habitat is not connected to suitable nursery and forage habitats
.
Nursery and forage habitats
provide sheltered areas where larval and young-of-the-year
(YOY) fish can
feed and grow with
minimal disturbance
.
Lack of suitable cover and
/
or limited productivity (lack of available food
supply) will severely limit the ability of juvenile fish to survive
.
Without access to adjacent
nursery areas
,
these potential spawning sites are nothing more than substrate areas with
physical characteristics that mimic those of active spawning sites.
Thus,
there are three major classes of variables that must be considered when assessing
aquatic habitat
-
1) energy
(
flow regime
),
2) substrate (composition
,
texture
,
structure), and 3)
water mass characteristics
(
water chemistry
,
water quantity). All of these variables must be
spatially and temporally connected by physical and biological processes in ways that support
diverse aquatic communities. These fundamental components are recognized in the Federal
Water Pollution Control Act (Clean Water
Act - CWA)
where the principal objective is to restore
the physical
,
chemical
,
and biological integrity of the nation
'
s waters
(33 U.S.
C.§1251 [a] ).
Traditional field assessment methodologies are generally site-specific and do not consider the
processes or
connections
between physical habitat elements necessary to restore and maintain
robust biological communities and sustainable ecosystems. The almost myopic focus on water
chemistry, point sources, and contaminants by many regulatory agencies has led to an
"incomplete foundation in water resource policy and legislation" (Yoder and Rankin 1998, pg 62-
63).
They go on to state:
"Because biological integrity is influenced and determined by
multiple
chemical, physical, and
biological factors, a singular strategy emphasizing the control of chemicals
alone
does not
assure the restoration of biological integrity."
This statement serves as an appropriate backdrop for the discussion that follows.
General UAA Methodology
The identification of Aquatic Life Use designations and the classification of waterway reaches
into the appropriate use categories are crucial to the successful conduct of a Use Attainability
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Mackey Written Report
Analysis (UAA) process. The process by which the Aquatic Life Uses are defined and applied
to waterways undergoing a UAA is the foundation for establishing appropriate water quality
standards. Ideally, the UAA provides a scientific basis to develop attainable designated water
uses that are based on a comprehensive integrated assessment of the physical, chemical and
biological conditions of a water body (USEPA, 1994). This assessment should include an
integrated analysis of current physical habitat, flow regime, temperature, water quality, and
existing aquatic communities.
The purpose of this integrated assessment is to determine whether existing or improved
conditions can be supported by changes in beneficial use and/or associated criteria. Thus, the
methodology used in defining and assigning uses for a specific waterway should be transparent,
scientifically based, and documented accurately, clearly, and completely. Unfortunately, the
CAWS UAA Report and supporting documents submitted by IEPA in this rulemaking effort do
no not meet these criteria and contain data errors and flaws in the methodology used to develop
the proposed the Aquatic Life Use designations.
Aquatic Life
Use Designations
IEPA has proposed to eliminate the current use designations that have been in place since
1972, and supplant them with a tiered system of Aquatic Life Uses supposedly based, in part,
on inferred relationships between physical habitat as characterized by Qualitative Habitat
Evaluation Index (QHEI) scores, and the Ohio boatable Index of Biotic Integrity (1131), which
characterizes the health of the existing fish community. IEPA adopted the data and
methodologies used in the CAWS UAA Report to develop and delineate two new Aquatic Life
Use tiers ("A" and "B" waters) within the CAWS (IEPA Statement of Reasons and Sulski
testimony 3/10/08, pages 14-18). These new Aquatic Life Use tiers were primarily based on a
comparison of IBI percentile scores and QHEI scores at each sample location (Figure 5-2,
CAWS UAA Report, page 5-9). Review of the QHEI and IBI scores revealed significant errors
and uncertainties in the data, and the methods used to compare the QHEI and IBI scores in
Figure 5-2 are not scientifically valid.
By focusing almost exclusively on IBI metrics and percentiles, IEPA did
not
provide an
integrated analysis of physical habitat, flow regime, temperature, water quality, and existing
aquatic communities in their assessment of the CAWS. Specific issues that I will discuss
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Mackey Written Report
include
: (
1) sampling design
, (
2) significant problems using the QHEI for
CAWS
, (3) errors and
uncertainty in the data
,
and (4) fatal flaws in the Aquatic Life Use designation methodology.
1. Sampling Design
In the physical habitat assessment summarized by Rankin (2004 - IEPA filing Attachment R),
QHEI values were calculated for 20 sites within the CAWS. These sites were selected based
on the availability of long-term fish sampling data made available by the MWRDGC, and
typically occur at locations immediately above, or below a major discharge point source into the
waterway. The spatial distribution of these sites
was not
based on an appropriate statistical
sample design or consideration of inferred physical habitat characteristics. Distances between
sampling sites ranged from 0.5 miles (0.8 km) to 15.8 miles (25.4 km).with a mean sampling
distance of 4.3 miles (6.9 km Clearly, gaps of up to 15 miles between sampling points in the
waterway can not be considered to be a comprehensive assessment of physical habitat. In fact,
inferred physical habitat conditions were extrapolated considerable distances within the CAWS.
For example, in the Calumet-Sag Channel (CSC), only
two
sites were evaluated using the IBI
and QHEI metrics
and those
sites were
10.7 miles apart.
Moreover, portions of the CAWS were not included in the physical habitat assessment. For
example, IBI and QHEI metrics for Bubbly Creek were
not evaluated at all,
and QHEI metrics
were
not
calculated for the South Branch of the Chicago River. Even though the channel
morphology and flow characteristics of Bubbly Creek and the South Branch of the Chicago
River are
distinctly different
from each other, the CAWS UAA Report on page 4-69 states that
Bubbly Creek and the South Branch have "similar" environmental characteristics and are
grouped together as the
same
channel in the Report.
Other than at the locations sampled for the CAWS UAA Report, there are no data currently
available to assess location, distribution, and pattern of potential instream habitat structure in
the CAWS. Surveys in other natural and urban streams using sidescan sonar and underwater
video suggest that the distribution and pattern of substrate and instream structure can be highly
variable with patterns and complexity at much finer spatial scales than sampled in the CAWS
UAA Report (IEPA did not collect new field data). Certainly, with up to a 15 mile sampling gap
and a limited number of sediment samples, there is a considerable area within the CAWS where
instream habitat structure (either natural or anthropogenic) could exist.
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I

 
Mackey Written Report
As stated in the beginning of this testimony, the pattern and juxtaposition of different types of
habitat is a critical element that is rarely considered in most habitat assessments.
Widely-
spaced, traditional point sampling as described in Rankin (2004) and the UAA CAWS Report
does not provide adequate data to document the type, area, pattern, or juxtaposition of different
types of aquatic habitat that may exist in the CAWS. The limited number and spatial distribution
of substrate and instream structure sampling sites is
a major
deficiency in the CAWS UAA
Report and IEPA Statement of Reasons.
In testimony provided by Sulski (testimony in response to a question from the MWRDGC,
1/28/08, pg 103), IEPA purportedly considered shoreline and littoral conditions for each of the
CAWS segments. This is surprising because there has not been a comprehensive inventory or
assessment of shoreline or bank-edge habitat conditions for the CAWS, nor have there been
ecological studies of navigation or wave impacts on shorelines within the CAWS. Shoreline and
bank-edge areas provide spawning, nursery, and forage habitats necessary to sustain healthy,
propagating fish populations. As part of comprehensive habitat assessment, it would be
important to know what the relative percentage, location, pattern, and distribution of shoreline
types and bank-edge habitat are for each of the CAWS segments. This is particularly important
when assessing the pattern and juxtaposition of different types of aquatic habitats, which was
not done
in the CAWS UAA Report or IEPA Statement of Reasons.
Moreover, Yoder and Smith (1999) recommend that in channels where there are differences in
left and right bank-edge habitats (IEPA's littoral zones), that additional sampling be done to
calculate bank-edge IBI scores to document the potential difference in fish communities. Even
though bank-edge areas are regularly sampled by MWRDGC using electrofishing equipment,
the results are integrated and summarized across the entire channel segment at that sampling
site (CAWS UAA Report, page 4-16). The reported IBI scores
may
be indicative of fish
utilization of bank-edge habitat, but the coarse sampling interval and lack of bank-edge habitat
data severely limits our ability to
draw any meaningful conclusions.
Irrespective, IEPA uses the presence (or absence) of shallow water bank-edge habitat to justify
a Aquatic Life Use designation "A" for the CSC and lack of shallow water bank-edge habitat is
used by IEPA to justify an Aquatic Life Use designation "B" for the Chicago Sanitary and Ship
Canal (CSSC). IEPA contends that these shallow water bank-edge habitats in the CSC should
6

 
Mackey Written Report
be considered to be spawning habitat
,
which is problematic given that
no direct data
are
available to support that contention
(
Smogor and Sulski testimony
,
3/10/08
,
pages
74-78).. The
lack of a comprehensive physical and biological assessment of existing shoreline and bank-
edge habitats is another
major
deficiency
in the CAWS UAA
Report and IEPA assessment
methodology.
2. Problems and Short-Comings
of Using QHEI for the CAWS
The QHEI was developed to provide a measure of physical habitat quality and is based on
hydrogeomorphic metrics in
a natural
stream or river channel. There are six metrics that
comprise this index: substrate, instream cover, channel morphology, riparian zone/bank erosion,
pool/glide and riffle/run quality, and map gradient.
For example, within the CAWS, several of the key morphological metrics upon which the QHEI
is based are held constant or are not present. As a result, the QHEI scores for the CAWS are
calculated using sub-metrics that may be of secondary importance to the attainment of a
diverse, sustainable fish population.
Map gradient and watershed area were held constant for
all of QHEI sampling sites (Rankin 2004 page 1 - IEPA filing Attachment R). Shallow-water
riffles and runs are not present, and all of the CAWS channels are channelized, stable, have
vertical walls, and have limited to no sinuosity (Rankin 2004 Table 2 - IEPA filing Attachment
R).
Virtually all of the CAWS channels can be classified as a series of interlinked pools or glides
(Yoder testimony in response to question by MWRDGC, 02/01/08, pg 184-185) with
channel/pool depths greater than 40 cm, which is the threshold water depth for higher quality
pool/glide habitat (Rankin 2004 Table 2)
Mean current velocities are low (significantly less than
1 foot/sec) and additional testimony will be provided on flow regimes and flow regime modeling
within the CAWS demonstrating that due to very low channel gradients, minimum flow and/or
flow reversals within the system are not an uncommon occurrence within certain segments of
the CAWS (Melching testimony). The remaining QHEI metrics are substrate and instream cover,
and submetrics within channel morphology, riparian zone/bank erosion, and pool/glide quality
habitat. It is the differences in these remaining metrics that determine the QHEI scores in the
CAWS.
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I

 
Mackey Written Report
Embedded within the QHEI scoring system is an
implicit
assumption that there is a relationship
between flow hydraulics, channel morphology, and the type and distribution of substrate
materials. This assumption is valid for natural rivers and streams, but not valid for low gradient,
urbanized, artificial channels such as the CAWS. The channels in the CAWS are "naturally
stable" (carved out of bedrock or artificially stabilized), and the flows in the CAWS are regulated,
controlled by man-made structures, and are not natural. Flow hydraulics do not control or alter
the location or pattern of channels within the CAWS.
With respect to substrate
,
coarse-grained substrates
(
coarse sand
,
gravel
,
cobble
,
and boulder
substrates
)
are considered to be a positive habitat attribute due to increased habitat complexity
and the assumption that coarse
-
grained sediments are transported and deposited by fast-
flowing water
.
The inference in the QHEI scoring is that water and sediment
"quality"
will be
higher in these areas as well
.
This inference is also supported by higher IBI scores in natural
reaches with fast-flowing water and coarse
-
grained substrates
(
Rankin 1989, page 24).
However
,
in systems where flows are effectively
decoupled
from the substrate (such as in the
CAWS),
this inference may not be correct
.
Flow decoupling means that substrate distributions
observed
in the CAWS are
not dependent or controlled
by flow
.
Consideration must be given to
the processes and origin of substrates
within the CAWS (
i.e. is it anthropogenic or natural). If
coarse
-
grained material is dumped
(
or are leftover construction debris
) in the CAWS
, higher
QHEI scores
may not be appropriate or valid
because the assumption of fast-flowing water
and/or natural processes implicitly built into
the QHEI
scores may not apply.
In highly urbanized waterways such as the CAWS that drain large impervious areas, the lack of
a readily available, erodible sediment supply limits the type and grain size of sediments
available to be transported and deposited. If there are no coarse-grained sediments available,
then none will be transported (assuming the flow velocities are adequate to transport coarse-
grained sediments). For the CAWS, average flow velocities are less than 1 foot/second and for
60% of the CAWS, the average flow velocity is less than 0.4 feet/second (Melching testimony).
It takes and average of up to eight (8) days for water to transit the system (Melching testimony).
Thus, due to a lack of an available sediment supply and low flow velocities,
naturally derived
coarse
-
grained substrates are limited and
rare in the CAWS.
In the case of bank-edge areas (for example, littoral areas along the banks of the CSC), the
dominant substrates are coarse construction debris, large limestone/dolomite blocks, and rock
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Mackey Written Report
rubble that has spawled off the channel walls. Due to the grain size of the substrates (boulders
and rock fragments
),
the potential for use by fish as spawning habitat is extremely limited
(spawning is implied in the proposed the DO standards
,
Statement of Reasons, page 60). In
fact, these areas would likely provide cover for tolerant predator species that would consume
small YOY fish
if they were available (Thoma 1998
;
2004).
Finally, in non-wadeable streams and rivers, traditional sampling approaches are inadequate to
assess critical substrate, instream cover, and other metrics used in the QHEI assessment
protocol. In fact, most of the traditional assessment protocols are designed and applied almost
exclusively to wadeable streams and rivers, with a strong bias towards medium to high-gradient
streams (Wilhelm
et al.
2005 - Attachment M2). This bias is reflected in how various habitats
are ranked, and many of these habitat types do not exist in low-gradient streams and rivers (or
in artificial waterways such
as
the
CAWS). Wilhelm
et al.
2005 summarizes these issues in
detail and explores an alternative approach to assess habitat and biological response in non-
wadeable rivers in Michigan. The work by Wilhelm
et al.
2005 demonstrates that habitat
assessment and the development of associated biocriteria is a problem that is
not
unique to the
CAWS. There is an increasing recognition that alternative sampling and analytical approaches
are needed to assess habitat and associated biocriteria in large non-wadeable rivers
and
waterways.
In summary, the QHEI protocol is
not
designed for use in low gradient, non-wadeable streams
and rivers, in part because traditional sampling approaches are inadequate to assess critical
substrate, instream cover, and other metrics used in the QHEI assessment protocol. Within the
CAWS, several of the key morphological metrics upon which the QHEI is based are held
constant or are not present. Embedded within the QHEI scoring system is an
implicit
assumption that there is a relationship between flow hydraulics, channel morphology, and the
type and distribution of substrate
materials
.
This assumption is not valid for low gradient,
urbanized, artificial channels such as the CAWS. The channels in the CAWS are stable (carved
out of bedrock or artificially stabilized), and flows are generally decoupled from substrates.
Habitat assessments and the development of associated biocriteria in low-gradient non-
wadeable streams and rivers are problematic and new protocols need to be developed
specifically for these types of systems.
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Mackey Written Report
3.
Errors in Environmental Data and Improper Use of Methodology for Designating CAWS
Aquatic Life Uses
An analysis of the CAWS UAA Report, (EPA's proposed rule R08-9, and associated
attachments reveals significant errors in the data and flaws in the methodology used to
define and designate the proposed Aquatic Life Uses within individual CAWS segments.
Most troubling is the difficulty in understanding the analytical process and methodology used
by IEPA, which does not follow the process outlined in Figure 5-1 (CAWS UAA Report, page
5-7) which describes the States 305(b) reporting criteria for attainment in Illinois streams and
rivers (IEPA 2004).
Below is a summary that lists concerns about the CAWS data and flaws
in the IEPA methodology:
A. IEPA failed
to integrate physical habitat
,
fish, and benthic invertebrate metrics in their
analysis.
IEPA used Figure 5-2 on page 5-9 of the CAWS UAA Report as the initial basis for proposing
a two-tiered Aquatic Life Use system for the CAWS. In this figure, the geographic distribution
of the Ohio boatable IBI is plotted and compared with QHEI scores calculated for the same
geographic locations. The upper boundary for proposed Aquatic Life Uses is defined by IBI
scores from the reference site and the lower boundary is defined by IBI scores from all of the
sampling sites. A more detailed description is presented in the CAWS UAA Report (page 5-
8). Contrary to the testimony of Sulski (3/10/08, pages 14-18), examination of Figure 5-2
clearly shows that differentiation of the two CAWS Aquatic Life Use tiers was based
solely
on
the IBI percentiles, which is a measure of fish community structure and health. Scaling and
plotting errors in Figure 5-2 negated the usefulness of the QHEI habitat scores, and
macroinvertebrate data and sediment chemistry data were not considered or incorporated
into the Aquatic Life Use designation methodology (Sulski, Essig testimony in response to
questions from the MWRDGC, 3/10/08. pg 19 - 21). Additional testimony will be provided on
these important habitat elements (Wasik, Melching).
B.
A revision of the thresholds for the
CAWS
Aquatic Life Use designations may be required
due to a significant reduction in the habitat (QHEI) score for the Sheridan Road reference
site.
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Mackey Written Report
Proper application
of the Ohio
Boatable IBI requires identification of high quality reference
streams which serve as yardsticks to measure the biological health in similar, regional water
bodies
.
A high-
quality reference stream will have suitable habitats and a diverse, well-
balanced aquatic community using those habitats
.
These characteristics represent the
highest
level of physical,
chemical
,
and biological integrity that can be attained within these
regional systems
. Since the CAWS
is not a natural channel, it is acknowledged
in the CAWS
UAA Report,
page 5-6
, that the CAWS
is unique and that no regional
high-quality reference
water bodies have characteristics
similar to the CAWS.
As a surrogate, the North Shore Channel at Sheridan Road was selected by the UAA team
as a regional reference site due to high IBI and QHEI scores (CAWS UAA Report page 5-8).
Unfortunately, due to transposition errors in Table 2, page 4 of the habitat assessment
report by Rankin (2004), the QHEI value for the reference site at Sheridan road was
incorrectly stated and is considerably lower than originally plotted in Figure 5-2 (see Essig
testimony, 4/23/08, page 192-193). Based on this testimony, the high-quality reference site
selected by the UAA team actually had a QHEI score of 42 (instead of 54), which would
place that site in the "poor" habitat category based on Table 1, page 2 of the Rankin (2004)
habitat assessment report. Given the significantly lower QHEI score, this site
no longer
meets the criteria as an appropriate high-quality reference site.
The testimony of Sulski (3/10/08, pages 14-18) confirms the importance of the Sheridan
Road site as a high-quality reference site
and
as a determinant for the placement of
boundary lines to categorize CAWS Aquatic Life Use waters. If the testimony of Essig is
correct (Essig testimony, 4/23/08, page 192-193) and the QHEI scores have been
transposed, then, a significant
revision
of the boundaries for the CAWS Aquatic Life Use
designations may be required.
C. There is considerable uncertainty as to what the
actual
QHEI values are for the North
Shore Channel and the CSC and whether or not the
correct
QHEI scores were used when
designating Aquatic Life Use waters.
Uncertainty exists as to whether or not the transposition error is real because if it is, the
highest quality QHEI scores are now at Route 83 and Cicero Avenue sampling locations in
the CSC. This very surprising considering that the CSC is a steep-walled, deep draft
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Mackey Written Report
shipping channel carved out of bedrock that is used extensively for navigation. There may be
some limited bank-edge habitat and limited riparian cover, but the median IBI scores for the
CSC are 20 and 21 (poor), which does not suggest a diverse, well-balanced fish community
or presence of high-quality habitat. Moreover, the CAWS UAA Report (page 4-92) states
that the IBI scores in the CSC are classified as "poor to very poor," and the QHEI score is in
the poor range (30-45), which would suggest that the CSC is not the highest-quality habitat in
the CAWS.
If the QHEI values that were originally reported
are correct,
then at the Cicero Avenue
sampling site on the CSC the box plot of IBI scores falls below the minimum line for (EPA's
Aquatic Life Use "A" waters, and a QHEI score of 37.5 is classified as a poor habitat. These
data are consistent with the statement on page 4-92 of the UAA Report, that the IBI scores in
the CSC are classified as "poor to very poor" and the QHEI scores are classified in the "poor"
range (30-45). At the Route 83 sampling site, the IBI score appears to be on the dividing line
between IEPA's Aquatic Life Use "A" and "B" waters but the QHEI score (42) is still in the
"poor" range.
The CSC and the CSSC share similar physical characteristics (for example, deep-draft
waterway, limited shallow area along banks, high volume of commercial navigation) except
that there is more weathering of the channel walls in the CSC. The weathering of the bank
walls provides a slight shallow shelf with limited habitat for fish. This difference explains the
slightly higher QHEI scores in the CSC compared to the CSSC. Nevertheless, both
waterways are considered "poor' habitat according to the QHEI classification scale (Rankin
2004, Table 2). The small amount of rubble from the crumbling walls does
very
little to
improve the overall physical habitat for fish and invertebrates in the CSC.
The decision to include the CSC as a higher Aquatic Life Use "A" water is not defensible
because the habitat data for both monitoring stations was in the poor range, and the IBI
percentile scores were not clearly in the range for IEPA's Aquatic Life Use "A" tier. In fact, the
minimum IBI scores observed at the two monitoring stations in the CSC are among the
lowest in the CAWS. It is recommended that additional fish and habitat data be collected in
the CSC to augment the sparse sampling sites and to verify the appropriate IBI and QHEI
scores for the CSC.
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I

 
Mackey Written Report
D. There are
errors in the IBI scoring criteria listed in
Table 4-11 of the CAWS UAA Report
(page 4-17).
If the proposed
Aquatic
Life Use designations were based entirely on these
inflated IBI scores
,
then all of designations need to be reconsidered using the corrected IBI
scores.
In Table 4-11 of
the CAWS UAA Report (
page 4-27
),
the scores for the
"
fish numbers" metric
have been reversed
.
Instead of adding 5 points when there are less than 200 fish and 1
point when there are greater than 450 fish
,
the opposite should have been done. Footnote
"c" also states that special scoring procedures are used when relative numbers are less than
200/0.
3 km." That special scoring procedure is for the Ohio
wadeable
IBI, not for the Ohio
boatable
IBI.
Special scoring is used to calculate the boatable IBI when relative numbers are
less than 200
/
1.0 km, which is not uncommon
in the CAWS.
Due to these errors, true IBI
scores would be lower
(
by as much as 10 units) than those reported in
the CAWS UAA
Report
.
Since these erroneous scores in Table 4-11 were used to calculate the IBI data in
the CAWS UAA
Report,
all
of the proposed categories and designations need to be
reconsidered with the corrected IBI scores.
E.
The QHEI and IBI data as plotted in Figure 5-2 are incorrectly presented, not scaled
properly, and for comparison purposes are not scientifically valid. Any comparative
interpretations between the IBI and QHEI metrics derived from Figure 5-2 are arbitrary and
without scientific merit.
The two vertical axis scales presented in Figure 5-2
of the CAWS
UAA Report are
inconsistent
.
By combining the IBI and QHEI scores in this way
,
there is an implicit
,assumption that there is a one-to-on correspondence of IBI scores to QHEI scores, even
though this is clearly not the case
.
Rankin
(
1989
)
on page 12 states that "using the QHEI as
a site-specific predictor of IBI can vary widely depending on the predominant character of the
habitat of the reach".
Moreover, while QHEI scores are included in Figure 5-2, they are
not
used to define the
boundaries between Aquatic Life Use categories. The lines delineating the Aquatic Life Use
categories are
based solely on the percentile 181
scores. Figure 5-2 gives the impression
that
both
biotic and habitat indices were utilized in formulating the Aquatic Life Use tiers, and
that observed IBI scores were consistent with the corresponding QHEI scores for selected
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Mackey Written Report
reaches of
the CAWS.
However
,
the range shown on the vertical axis for the IBI score is 12-
38, even though the entire range of IBI scores is from 12-60
.
On the QHEI score axis, the
scale includes the entire range of QHEI scores from 0 to 100. This inconsistency results in
an inaccurate depiction of where QHEI scores would line up on the graph relative to the 75th
percentile IBI line. The
only
meaningful delineations in this figure are for the IBI scores. The
lines delineating the Aquatic Life Use categories are based on percentiles calculated from
the IBI scores
,
and those values remain the same irrespective of the plotting scale.
More importantly, as presently plotted, the scale on the IBI axis can be adjusted or scaled up
or down to
arbitrarily
fit the QHEI data to whatever IBI percentile is desired (what QHEI score
would you like it to be? see the "sliding" discussion in Smogor's testimony, 3/10/08, page 33).
As a result, even though Figure 5 -2 appears correct, it is scientifically invalid with respect to
defining relationships between the IBI and QHEI. The ability to arbitrarily shift the QHEI data
relative to the IBI percentile lines in Figure 5-2 also invalidates the justification provided for
IEPA's use of a QHEI score of 40 instead of 45 (Rankin 2004 IEPA Attachment R) as a
lower boundary for Aquatic Life Use "A" waters (see Smogor testimony, 3/10/08, page 29-
30).
In
most assessment studies, QHEI and IBI data are compared in cross plots where QHEI
scores are the independent variable (x-axis) and fish IBI scores are the dependent variable
(y-axis). Even though there is considerable scatter and uncertainty in the data, statistical
relationships can be derived from the QHEI and IBI scores and are calibrated
to appropriate
regional reference sites.
This more traditional type of analysis is
not
presented in the CAWS
UAA Report or in materials associated with (EPA's proposed rule R08-9.
F. In (EPA's Statement of Reasons, the agency does not acknowledge that the 75th
percentile IBI score was used in the Aquatic Life Use designations, nor does IEPA
adequately explain the biological justification for doing so.
On page 5-8 of the CAWS UAA Report, it is the 75th percentile 1131 line in Figure 5-2 that
distinguishes the Ohio-based Modified Warm-Water Aquatic Life from Limited Warm-Water
Aquatic Life Uses. Use of the 75th percentile was described as having "no immediate
regulatory implication" in the CAWS UAA Report. However, it appears that IEPA adopted the
75th percentile approach for designating the proposed CAWS Aquatic Life Uses as they were
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Mackey Written Report
assigned exactly
as the CAWS UAA Report
recommended (page 5
-14). Neither the CAWS
UAA Report
nor the Statement of Reasons supporting
IPCB R08-
9 provide any justification
(biological or otherwise
)
for using the
75th percentile
IBI as a threshold.
G. A description of the desired fish and benthic invertebrate communities expected to occur
in both the Aquatic Life Use "A" and "B" waters are not included in the regulatory proposal.
There is limited text that describes the difference between Aquatic Life Use A and B waters
in the proposed regulatory standards and IEPA's Statement of Reasons. It is stated in the
regulatory proposal that Aquatic Life Use "B" waters "are capable of maintaining aquatic-life
populations predominated by individuals of tolerant types..." Aquatic Life Use "A" waters "are
capable of maintaining aquatic-life populations predominated by individuals of tolerant or
intermediately tolerant types..." These descriptions are confirmed in the pre-filed testimony
presented by Sulski. Efforts to elucidate a more detailed description of desired aquatic
communities from IEPA were unsuccessful (see Smogor testimony, 3/10/08, pages 10-12).
The lack of a desirable fish and benthic invertebrate species list is somewhat surprising, as
one would think that a description of desired aquatic communities for Aquatic Life Use "A"
waters and Aquatic Life Use "B" waters would be useful to determine if, and when, the
desired Aquatic Life Uses were attained.
H. IEPA does not consider that within individual channel segments designated as Aquatic
Life Use "A" waters there are extensive areas where shallow bank-edge habitats
don't exist,
which supposedly should diminish the biological potential of those waters.
An important difference between the two Aquatic Life Use definitions is the physical
description of Aquatic Life Use B Waters as "deep-draft, steep-walled shipping channels."
Paradoxically, there are Chicago Area Waterways (for example, the CSC and the Little
Calumet River) that are designated as Aquatic Life Use "A" waters in the regulatory proposal,
despite the fact that they are deep-draft, steep-walled shipping channels.
Based on the pre-filed testimony of Sulski and in testimony by Smogor (3/10/08, pages 59-
61), the lack of shallow bank-edge habitats should diminish the biological potential of those
waters, which is, in part, the justification for proposing the Aquatic Life Use "B" designation.
However, IEPA does not consider that within individual channel segments proposed to be
15

 
Mackey Written Report
designated as Aquatic Life Use "A" waters, there may be extensive areas where shallow
bank-edge habitats
don't exist,
which should
also
diminish the biological potential of
those
waters. Finally, IEPA has not presented data that document the use of these shallow bank-
edge habitats by fish and benthic invertebrates which is supposedly one of the primary
justifications for developing and designating Aquatic Life Use "A" waters.
Widely spaced samples; uncertainties and errors in the data, and a scientifically invalid
comparison of the IBI and QHEI scores leads to the conclusion that the proposed Aquatic
Life Use designations in IPCB R-08-9 are inaccurate, not scientifically justified, and need to
re-evaluated and revised using a more transparent, scientifically-based methodology. The
IEPA failed to integrate physical habitat, fish, and benthic invertebrate metrics into their
analysis. First and foremost, the IEPA must correct the deficiencies and errors in the
environmental data described_previously and provide further clarification regarding their
approach and basis for defining Aquatic Life Use tiers and designations. If not, the approach
must be judged as arbitrary and poorly founded in science.
Proposed Water Quality Standards Will Not Achieve Designated Uses
In the Statement of Reasons, the IEPA hypothesizes that increased DO and reductions
in temperature will significantly improve fish diversity and community structure within the CAWS.
This implies that IEPA has determined that DO and elevated temperatures are the primary
stressors limiting the biological potential of aquatic communities in the CAWS. In their
submittals, IEPA has
not
provided evidence that these are indeed the primary factors that limit
the development of a diverse, sustainable fish community in the CAWS. In their submittals,
IEPA didn't compare readily available DO data with fish richness metrics from the CAWS to
demonstrate that the proposed increases in DO would
indeed
result in a significant increase in
fish richness and diversity. This is another deficiency in the IEPA assessment methodology.
Other non-water quality related parameters could also be limiting the biological potential of the
CAWS.
Examples include
,
but are not limited to
1.
Physical limitations such as lack of shallow bank-edge habitats and riparian cover
;
lack of
instream habitat cover and diversity
;
lack of suitable substrates and substrate heterogeneity;
altered flow regimes
(
flow and water levels);
16
I

 
Mackey Written Report
2. Biological limitations such as limited primary productivity, degraded macrobenthic
communities (food supply), predation, and lack of appropriate spawning and nursery
habitats;
3.
Chemical limitations such as legacy contaminants and pharmaceuticals,
4.
Functional limitations such as conveyance of wastewater and flood water, and navigation
(prop wash and turbulence, sediment resuspension
,
waves).
Other investigators working on the CAWS also recognize the same limitations. The MWRDGC
in
Report 98-10 entitled "A Study of the Fisheries Resources and Water Quality in the Chicago
Waterway System 1974 through 1996" (MWRDGC 1998 - Attachment M3) concluded that a lack
of diverse aquatic habitats is one of major limiting factors affecting fish diversity and richness in
the CAWS. Conclusion 8 of the report (pages xiv-xv)
states:
"Even though water quality is generally good, the fish populations of the Chicago Waterway
System are still dominated by omnivores, tolerant forms, and habitat generalists. This
primarily because water quality alone does not take into concern the condition of habitat,
flow, or other outside factors. The waterways of the Chicago Waterway System were not
constructed to be fishable streams with diverse habitat types. They were built for navigation
and water reclamation. It is unlikely that these waterways can achieve the same stream
quality for fish as a natural habitat-rich waterway unless desirable fish habitat is created..."
The CAWS UAA Report (
page 5-3
)
states:
"Improvements to water quality through various technologies, like re-aeration may not
improve the fish communities due to lack of suitable habitat to support the fish populations.
Unless habitat improvements are made in areas like the
CSSC,
additional aeration may not
result in the attainment of higher aquatic life use."
Multiple lines of evidence support the fact that water quality in the CAWS has
improved
significantly
over the past several decades (Melching testimony) and is now good enough to
support the passage of fish and other aquatic organisms to and from the Mississippi River and
Great Lakes Basins via the CAWS. For much of the CAWS, fish richness and diversity has
improved markedly since effluent chlorination was terminated in 1984, the TARP came online in
1985, and SEPA stations improved DO levels to acceptable levels in the Calumet River system
17

 
Mackey Written Report
(MWRDGC 1998). As a result of these improvements, the U.S. Army Corps of Engineers, with
the support and participation of numerous State and Federal agencies and other groups, has
constructed and activated a 12 million dollar electric field barrier north of Romeoville to prevent
aquatic invasive species (primarily fish) from transiting the waterway.
Moreover, the existence of active angler groups and bass fishing tournaments on the waterway
also suggests that for many species, water quality (DO and temperature) for much of the CAWS
is
not a significant limiting factor.
Certainly there continues to be DO and temperature limitations
for other desirable, less-tolerant species (which are not specifically identified in the UAA report
or IEPA's statement of reasons), but if suitable habitats are not present, sustainable populations
of these species will not become established
irrespective of how much improvement there is in
water quality.
Moreover, with activation of the electric field barrier just north of Romeoville, fish
passage to and from the Illinois Waterway and Mississippi River systems is restricted (at least
theoretically).
Sources of new fish species for the CAWS are then limited to the Calumet River
system, Lake Michigan, and the small tributaries feeding into the CAWS.
Other factors, in addition to water and habitat quality may also limit the attainment of Aquatic
Life Uses. For example, primary productivity in the CAWS is very low, with mean concentrations
of chlorophyll A ranging from 3 tag/L to 17 tag/L (Wasik
et al.
2004). Based on
macroinvertebrate data from the CAWS UAA Report (Section 4), the diversity and density of
macro i nve rte brates in sediments are generally low which would suggest that benthic
productivity (and thus potential food supply for fish) is significantly degraded and limited in the
CAWS. Lack of an adequate food supply could be a major limitation that is not necessarily
related to water quality or DO, but instead is caused by limitations in physical habitat (flow, lack
of suitable substrates, and poor sediment quality). In fact, higher macroinvertebrate species
richness from the "in-water column" Hester Dendy samples versus the sediment grab samples
within the CAWS suggest that water quality improvements
may already be sufficient
to support
a more robust and diverse macroi nverteb rate community if suitable habitats were present
(MWRDGC benthic invertebrate reports, attached to Wasik testimony).
In
my opinion, the substantial investments needed for infrastructure to provide incremental
increases in DO and/or reductions temperature will
not
yield a proportionate biological response
with respect to attaining sustainable fish communities and/or other beneficial uses. Without
suitable habitat pattern and diversity, sustainable populations of these species can not be
18

 
Mackey Written Report
established
irrespective of how much improvement there is in water quality.
In fact,
opportunities to improve physical habitat structure and increase habitat diversity in certain
reaches of the waterway may yield a much more significant biological response than system-
wide improvements in DO and temperature. The lack of diverse bank-edge and instream
habitats may be a much more significant limitation on the development of sustainable fish
communities than current DO or temperature limitations.
Need for a Comprehensive Habitat Assessment of the CAWS
After reviewing the CAWS UAA Report, IEPA's proposed rule R08-9, and supporting
documentation, it becomes clear that there are major gaps in the CAWS environmental
datasets, especially with respect to physical habitat, spatial and temporal sampling, and the
need for new indices designed specifically to assess and summarize habitat and biological
conditions in low-gradient, non-wadeable, highly altered, urban streams and rivers (summarized
in Table 1 - Attachment M4). In reviewing this testimony, a number of major deficiencies were
noted, including:
Limited number of instream
sampling sites;
• Large gaps
between sampling sites (spatially
and temporally);
Lack of comprehensive
instream habitat data;
Lack of comprehensive
substrate data;
Lack of a comprehensive
shoreline and bank-edge
inventory;
Lack of well defined science-based metrics and indicators designed for non-wadeable urban
streams and rivers that characterize: habitat, fish, m acroi nverteb rates, water quality,
sediment quality, flow regime, and water levels;
19

 
Mackey Written Report
Lack of well defined science-based methodologies that integrate and compare multiple
metrics and indicators to assess the physical, chemical, and biological integrity of low-
gradient, non-wadeable, highly altered urban streams and rivers; and
Lack of a well defined science-based methodology that links multimetric indicators to
stressors and prioritizes those stressors to guide protection and restoration activities.
Recognizing the data gaps and limitations in the CAWS UAA Report, the MWRDGC in the fall of
2007 issued a request for proposals entitled "Habitat Evaluation and Improvement Study"
designed to address many of the data gaps and deficiencies listed above (Attachment M5). This
study, which is funded by the MWRDGC, will directly address the deficiencies identified in this
report (see Table 1 - Attachment M4) and is anticipated to be completed by summer 2009. As
part of the contract, historical environmental data and newly collected environmental data will be
integrated into a comprehensive GIS package that will enhance accessibility and facilitate
analysis of CAWS environmental datasets.
The Habitat Evaluation and Improvement Study that is currently underway will follow a
scientifically sound, peer-reviewed, methodology for development of habitat indices in non-
wadeable rivers (Wilhelm,
et al.,
2005) to develop a CAWS-specific physical habitat index. This
index will be designed to differentiate habitat quality in the CAWS, where habitat variability is
relatively limited, especially within reaches. The study will make extensive use of existing biotic
and habitat data collected by MWRDGC between 2001 and 2007, supplemented with detailed
fish,
macroinvertebrate, water quality, and habitat data from 30 CAWS sampling stations in
2008. These data will be further augmented by digital bathymetric and shoreline video covering
the entire CAWS.
Robust multivariate statistical methods will be used to reduce the data and to identify the most
important fish and habitat variables in the CAWS. This approach will provide the strongest
relationships between fish and habitat, which essential for understanding the ability of fish to
thrive in the CAWS. When completed, the CAWS habitat index will be applied to the entire
CAWS system. Furthermore, other important factors affecting fish will be considered in
evaluating habitat quality in the CAWS, including sediment chemistry and navigation impacts.
20
I

 
Mackey Written Report
This study will create opportunities to develop linkages between physical habitat, water quality,
and aquatic communities in the CAWS. These linkages can then be used to systematically (and
scientifically) evaluate and manage for potential Aquatic Life Uses for various segments of the
CAWS, at scales much finer than had been previously thought possible
Conclusion
Given the deficiencies in the habitat data and lack of an appropriate science-based
methodology to designate Aquatic Life Use waters
,
the IEPA filing of proposed rule R08-9 and
associated DO and temperature criteria is premature
.
Moreover
,
the protections proposed in
rule R08-9 are unnecessary and will not measurably enhance fish community structure
,
aquatic
diversity
, or beneficial uses within the
CAWS
.
The substantial investments needed for
infrastructure to provide incremental increases in DO and/or reductions temperature are better
spent elsewhere.
Aquatic Life Use Designations
An analysis of the CAWS UAA Report, (EPA's proposed rule R08-9, and associated
attachments reveals
significant errors in the data
and
flaws in the methodology
used to define
and designate the proposed Aquatic Life Use tiers "A" and "B" within individual CAWS
segments.
Widely spaced samples; uncertainties and errors in the data, and a scientifically
invalid comparison of the IBI and QHEI scores leads to the conclusion that the proposed
Aquatic Life Use designations in IPCB R-08-9 are inaccurate, not scientifically justified, and
need to be re-evaluated and revised using a more transparent, scientifically-based
methodology. The IEPA failed to integrate physical habitat, fish, and benthic invertebrate
metrics into their analysis. The IEPA must correct the environmental data described previously
and provide further clarification regarding their approach and basis for defining Aquatic Life Use
tiers and designations. If not, the approach must be judged as arbitrary and poorly founded in
science.
Associated DO and Temperature Criteria
21

 
Mackey Written Report
In their submittals
,
IEPA has not provided evidence that DO and temperature are indeed the
primary factors that limit fish community structure and aquatic diversity in the
CAWS
. In fact,
multiple lines of evidence support the fact that water quality in the
CAWS
has
improved
significantly
over the past several decades and is now good enough to support the passage of
fish and other aquatic organisms to and from the Mississippi River and Great Lakes Basins via
the CAWS.
In
my opinion
,
the substantial investments needed for infrastructure to provide
incremental increases in DO and/or reductions temperature will not yield a proportionate
biological response with respect to attaining sustainable fish communities and/or other
beneficial uses
.
Without suitable habitat pattern and diversity
,
sustainable populations of these
species can not be established irrespective of how much water quality is improved
.
In fact,
opportunities to improve physical habitat structure and increase habitat diversity in certain
reaches of the waterway may yield a much more significant biological response than system-
wide improvements in DO and temperature
Recommendation
The recently funded Habitat Evaluation and Improvement Study is designed to address many of
the deficiencies highlighted in this testimony. The study will be completed by the end of this
calendar year with data and results available summer 2009. By integrating the results of this
study with other CAWS datasets, it should be possible to perform a comprehensive, integrated
assessment of the physical, chemical, and biological integrity of the CAWS. The objective
would be to identify the most efficient and cost-effective means to further protect and enhance
Aquatic Life Use waters and associated beneficial uses in the CAWS. It would then be
appropriate to move forward once this work has been completed.
22
I

 
Mackey Written Report
References
Mackey, S.D., 2005,
Physical Integrity of the Great Lakes: Opportunities for Ecosystem
Restoration:
Report to the Great Lakes Water Quality Board, International Joint Commission,
Windsor, ON. (Attachment M1)
MWRDGC. 1998. A Study of the Fisheries Resources and Water Quality in the Chicago
Waterway System 1974 through 1996. Report 98-10. (Attachment M3).
Peters, D.S. and Cross, F.A. 1992. What is coastal fish habitat? Pages 17-22 In Richard H.
Stroud (ed.), Stemming the tide of coastal fish habitat loss. Proc. of a Symposium on
Conservation of Coastal Fish Habitat, Baltimore, MD. Published by the National Coalition for
Marine Conservation, Inc., Savannah, GA.
Rankin
,
E.T. 2004. "
Analysis of Physical Habitat Quality and Limitations to Waterways in the
Chicago Area
".
Center for
Applied
Bioassessment and Biocriteria, IEPA Attachment R
Rankin, E.T. 1989. The Qualitative Habitat Evaluation Index (QHEI), Rationale, Methods, and
Application.
Ohio EPA, Division of Water Quality Planning and Assessment, Ecological
Assessment Section, Columbus, Ohio.
Thoma, R. F.. 1998.
Biological Monitoring and an Index of Biotic Integrity for Lake Erie's
Nearshore Waters
in
Assessing the Sustainability and Biological Integrity of Water
Resources Using Fish Communities. Thomas P. Simon ed. CRC Press. Pp. 417-461. 35
figs.
Thoma. R.F. 2004. Methods of Assessing Habitat in Lake Erie Shoreline Waters Using the
Qualitative Habitat Evaluation Index (QHEI) Approach. Ohio Environmental Protection
Agency, Division of Surface Water, 401 Section, Columbus, Ohio.
USEPA. 1994. Water Quality Standards Handbook, Second Edition. Office of Water Regulations
and Standards, Washington, D.C. EPA 823-B-94-005a, August 1994.
Wilhelm, J.G.O., Allan, J.D., Wessell, K.J., Merritt, R.W., and Cummins, K.W. 2005. Habitat
Assessment of Non-Wadeable Rivers in Michigan. Environmental Management Vol. 36, No.
4, pp. 592-609.
Yoder, C.O. and
Rankin
E.T. 1998. The Role of
Biological Indicators in a State Water
Quality
Management Process. Environmental Monitoring and Assessment
, Vol. 51,
pp. 61-88.
23
I

 
A
t
tac
h
ment Ml

 
OPPORTUNITIES FOR
ECOSYSTEM RESTORATION
)y Scudder D. TvIackey, Ph,D,
Visiting Researcll Professor
University of Windsor
Report to the Great Lakes
Water Ouality Board,
International joint Commission
March 2008
=T-T---- -- -- ---

 
PHYSICAL INTEGRITY
OF THE GREAT LAKES:
OPPORTUNITIES FOR
ECOSYSTEM RESTORATION
Report to the Great Lakes Water Quality Board
by
Scudder D. Mackey, Ph.D.
Visiting Research Professor
University of Windsor
March 2005

 
DISCLAIMER
This report was solicited by the Great Lakes Water Quality Board to assist the board in developing its own advice on
review of the Great Lakes Water Quality Agreement for the International Joint Commission. The comments,
findings and recommendations in this report are those of the author and do not necessarily reflect the views of
individual Board members, the organizations they represent, nor the International Joint Commission.

 
TABLE OF CONTENTS
EXECUTIVEW SUMMARY
v
INTRODUCTION
1
FUNDAMENTALS
3
CONCEPT OF PHYSICAL INTEGRITY
10
SOME EXAMPLES ...
NATURAL PROCESSES AND PATHWAYS
RESTORATION OF NATURAL FLOW REGIMES
12
LANDSCAPES AND WATERSHEDS
16
HABITAT INTEGRITY
SUSTAINABLE HABITATS AND ECOSYSTEMS
18
WATER LEVELS AND CLIMATE CHANGE
20
DISCUSSION
24
SUMMARY
29
RECOMMENDATIONS
30
REFERENCES CITED
32
III

 
Scudder D. Mackey, Ph.D. - Physical Integrity of the Great Lakes
"...by protecting
, restoring, and enhancing the chemical
,
physical,
and biological integrity of the
Great Lakes -
we will protect
,
restore
and enhance the ecological integrity of the
Great Lakes."
INTRODUCTION
The International Joint Commission (IJC) seeks to better define physical integrity in the Great
Lakes with an emphasis on identifying and evaluating challenges and opportunities for
ecosystem restoration, protection, and sustainability. Along with chemical and biological
integrity, restoring and maintaining physical integrity is clearly identified in Article II as one of
the primary purposes of the Great Lakes Water Quality Agreement (the Agreement) (IJC 1989).
However, there are few references to physical integrity elsewhere in the Agreement. Physical
integrity is implied in Annex 2 restoration of beneficial
uses
(particularly fish and wildlife
habitat) in Areas of Concern (AOC's) (IJC 2003). Several of the Lakewide Management Plans
(LaMPs) have evolved beyond the critical pollutants language to include physical habitat
protection and restoration in order to achieve ecological integrity (GLC 2004). Protection and
restoration of physical integrity is also implied in the restoration of wetlands in Annex 13 and
remediation of contaminated sediment in Annexes 12, 14, and 17.
Moreover, one of the biggest challenges to address in restoring naturally functioning systems is
that there is no common vision of physical or ecological integrity for the Great Lakes ecosystem.
Goal setting is further complicated by the limited understanding that we have of how the system
functions as a whole. As a result, goals are not clearly defined, making it difficult to prioritize
activities, programs, and budgets (GLPF 1998).
With the potential for review and revision of the Agreement, the timing is right for addressing
the dynamic physical nature of the water resources and ecosystem function in the Great Lakes
basin. Ultimately, the focus of the Agreement is to protect, restore, and enhance the ecological
integrity of the Great Lakes (IJC 1989).
Purpose and Objectives
Currently, none of the Agreement boards are addressing physical integrity in their priority
activities largely because Great Lakes water quality management has been mainly focused on
chemical pollution and clean up. Our inability to develop approaches and programs for moving
physical integrity from concept to action is in part due to the lack of a definition of physical
integrity in the Agreement and a focus on pollution control programs that are designed to control
what enters the system, not to control or alter the
eneprocesses,
or
pathways
within the system.
Meeting water quality targets and eliminating sources of pollution will only get us part way to
restoring a sustainable ecosystem and achieving ecological integrity (e.g. Hartig
et al.
1998).
The lack of a common vision for physical and/or ecological integrity has impacted our ability to
develop and implement a comprehensive restoration agenda. For example, "Restoring the Great
Lakes" has recently become the focus of considerable discussion and debate among resource
managers and agencies within the Great Lakes (U.S. EPA 2004; U.S. Policy Committee 2002).
Clarity and a sense of purpose has been lacking in the discussion up to this point, and there is a
need to establish a shared vision or goal that captures what is meant by "Restoring the Great
1

 
Scudder D. Mackey, Ph.D. - Physical Integrity of the Great Lakes
Lakes". Fortunately, the Great Lakes Water Quality Agreement already identifies the
fundamental system components necessary to achieve ecological integrity -
chemical, physical,
and
biological
integrity.
The importance of these components to the concept of ecological
integrity can be expressed in the following hypothesis:
Hypothesis
If chemical
,
physical
,
and biological integrity are necessary and fundamental
components of. ecological integrity; then protecting
,
restoring
,
and enhancing
the chemical
,
physical, and biological integrity of the Great Lakes will protect,
restore, and enhance the ecological integrity of the Great Lakes.
If the above hypothesis and associated concepts are validated and found to be true, then the logical
conclusion is that "Restoring the Great Lakes" means protecting, restoring, and enhancing the
chemical, physical, and biological integrity of the Great Lakes - and the natural processes, pathways,
and landscapes that maintain them. This discussion paper will define and explore one of the three
fundamental components identified in the Agreement -
physical integrity -
and will suggest an
operational concept for physical integrity that is based on a somewhat different perspective - a
perspective based on process and function rather than an ongoing assessment of system components
and status. This perspective is based on the concept that sustainable waters and a sustainable
ecosystem require protection and restoration of natural processes, pathways, and landscapes.
"...sustainable
waters
and a sustainable
ecosystem
require
protection and
restoration
of natural processes, pathways, and landscapes."
Major elements to be considered in this discussion include: natural processes and restoration of
natural flow regimes; pathways, flow paths, and connectivity; landscapes; linkages to habitat
integrity and ecosystem function; potential long-term stressors including water levels and climate
change; and recommendations to incorporate these principles and concepts into an Agreement to
provide a binational framework for the development of a comprehensive protection and
restoration strategy for the Great Lakes. However, it is beyond the scope of this work to provide
specific recommendations as to the most appropriate binational strategy to develop or implement
that framework (see discussion by Bowerman
et al.
1999; Minns and Kelso 2000).
"Restoring the Great Lakes
means
protecting, restoring,
and enhancing
the chemical,
physical, and biological integrity of the Great Lakes - and the natural processes,
pathways, and landscapes
that maintain them."
Irrespective, it is necessary to consider embedding within the Agreement an overall
vision
of
ecological integrity; definitions of chemical, physical, and biological integrity; and a set of
yiiding principles
designed to protect, maintain, and enhance the Basin's chemical, physical, and
biological integrity.
Moreover, in addition to guiding principles,
a binational strateQV
needs to
be implemented to develop new protection and restoration
standards
that are balanced between
assessing fundamental structural components of the ecosystem and protecting and restoring the
functional processes that maintain them. Only in this way will we be able to protect, restore, and
maintain the Great Lakes water quality and quantity, support natural biodiversity and ecosystem
function, and achieve ecological integrity.
2

 
Scudder D. Mackey, Ph.D. - Physical Integrity of the Great Lakes
FUNDAMENTALS
Master Variable Concept
Master variables are fundamental characteristics that structure, organize, and define a system,
influence the distribution and abundance of energy and materials, and regulate processes that
have a profound effect on the physical, chemical, and biological integrity and the ecosystem
function.
When altered or changed, the effects of these master variables cascade through the
physical, chemical, and biological systems, altering processes and the ecosystem function. There
are six master variables and each of those master variables are linked to specific system
components within the Agreement (Table 1.).
Table 1. Master Variables
Natural Variables
GLWQA System Component
Climate
(energy) .........................................................
Physical
Integrity
Geology (materials, soils, geomorphology,
bathymetry) ...............................................................
Physical, Chemical
Integrity
Hydrology
(water quantity, quality,
surface and
groundwater
flow, hydrography) ......................................................
Physical,
Chemical Integrity
Anthropogenic Variables
Chemical Pollution'(
what
enters
the system) ....................
Chemical
Integrity
Biological Pollution'(what
enters the system) ....................
Biological
Integrity
Resource
Utilization
(what is anthropogenically removed,
consumed, or altered within the system) ..........................
Physical. Chemical, & Biological
Inte
g
rit
y
The first three are natural variables that structure, organize, and define the fundamental physical
and energy characteristics of the landscape and the processes that act on that landscape. The
second three are anthropogenic variables that impact the structure and organization of the
landscape and the processes that act on that landscape - but are directly linked to anthropogenic
activities from within, or outside, the Great Lakes Basin. It is important to recognize that there
are attributes of these master variables that cannot be manipulated and are therefore not
actionable. Examples would include climate (temperature, precipitation); geology (bedrock and
surficial materials); or regional basin geomorphology. However, other attributes are actionable
and can be altered to obtain a desired result. Examples would include hydrology (flow regime,
flow paths and hydraulic connectivity, diversions, breaching of watersheds); chemical pollution
(pollutant and nutrient loadings); biological pollution (introduction and dispersion of invasive
species); or resource utilization (land cover, water diversions, consumptive use). By focusing on
these master variables and working to" restore them to a more natural condition, we allow
natural
s stem processes
to maintain and restore essential ecosystem functions over the long term with
'Not explicitly considered in this document.
3

 
Scudder D. Mackey, Ph.D. - Physical Integrity of the Great Lakes
minimal anthropogenic management (or interference). This approach is both economically and
ecologically efficient.
Landscapes
,
Processes
,
and Pathways
Landscape Concept
For the purposes of this discussion, the system under consideration is the entire Great Lakes
Basin as
defined by water tributaries to the Great Lakes, including both surface and ground
waters. However, the discussion will be focused on landscapes - specifically, the land and water
areas that are encompassed by the entire Great Lakes basin. Unlike watersheds, which are
usually delineated by surface-water hydrology,
landscapes
are defined by, and include the
integrated components of land and water area (i.e. geology, geomorphology, and land cover)
upon which natural processes act within the Great Lakes
Basin
. Watersheds are a subset of
landscapes and are defined (and limited) by the area that collects surface waters that feed a main
stream and associated tributaries. Even though landscapes are typically considered to represent
areas of regional extent, the term is applicable to multiple
scales.
The following definitions
apply:
• GeolOQV -
surface and subsurface distribution of geologic materials; soils; hydrophysical
characteristics (permeability, porosity, aquifers, aquatards...).
Geomorphology -
shape, pattern, distribution, and physical features of the land surface;
landforms and drainage pattern (topography, slope, hydrography, channel morphology and
bathymetry, connectivity and pattern).
• Land Cover -
shape, pattern, and distribution of biological and anthropogenic features on the
land surface; Land Use.
Landscapes
-
Integrated components of land and water area
(
i.e. geology
,
geomorphology,
and land cover
)
upon which natural processes act within the Great Lakes Basin.
Landscapes and watersheds are linked to the Great Lakes via hydrology, i.e. surface and
groundwater flows and the pathways that water takes to enter the Great Lakes. Landscape
stressors create hydrologic impairments - by altering flow characteristics and/or the functional
connections and pathways between fundamental system components within the system. These
impairments alter natural flow regimes, degrade water quality, and affect the benefits that water
provides to the ecosystem.
Natural Processes and Pathways Concept
Physical characteristics and natural processes structure, organize, and define aquatic systems and
regulate the biological and chemical elements of the system (Poff
et al.
1997; Richter
et al.
1998;
2000; Baron
et al.
2002; Ciruna 2004). With respect to physical integrity,
processes
are
mechanism(s) by which energy and materials are transferred or conveyed through a system.
Examples of such natural processes include:
4

 
Scudder D. Mackey, Ph.D. - Physical Integrity of the Great Lakes
Physical Processes
- mechanisms that transfer of energy, water, and materials across and
through the landscape into the Great Lakes
Biological Processes -
mechanisms that transfer energy and nutrients upwards through the
food web.
Processes -
Mechanism
(
s) by which energy and materials are transferred or conveyed
through a system.
Conceptually, it is convenient to consider the natural processes within the context of fundamental
system components - chemical, physical, and biological integrity. Natural processes can be
grouped by the systems through which those processes act - abiotic systems and biotic systems -
which translate directly into physical and/or biological integrity (Table 2.)
Table 2. Processes, Pathways, and Fundamental System Components of Integrity
Abiotic (Physical Integrity)
Biotic (Biological
Integrity)
Physical Processes
Biological Processes
Geochemical Processes
Biochemical Processes
Processes
Conveyance of energy and materials
Conveyance of energy and materials
through h sio-chemicals stems
through biological systems
Energy
Climate/Thermal Regime
Photosynthesis/Primary Productivity
Source
Potential/Kinetic Energy
Microbial Activity
Pathways
Hydrogeomorphic processes: transfer of
predation: transfer of energy and nutrients
and
water, energy, and materials over and
upwards through the food web.
Connectivity
through the landscape.
For example, within the Great Lakes, the movement of water across the landscape is the primary
mechanism by which energy, water, and materials are conveyed through the system. Hydrologic
flows are created by the interaction of precipitation (weather and climate), topography
(geomorphology and geology), and surface water slope (the earth's gravitational field).
Hydrologic flows are an example of abiotic or physical processes that are controlled by the laws
of physics. Predation, the consumption of organisms by other organisms represents an important
biological (or ecological) process by which energy and materials (nutrients) are conveyed from
lower trophic levels to upper trophic levels within the food web. Predation and predator-prey
interactions are controlled by complex relationships and interactions between populations and
the life-stage requirements of different species (e.g., Haas and Schaeffer 1992; Ryan
et al.
1999;
Eshenroder and Burnham-Curtis 1999). Note that the chemical and bio-geochemical processes
have both abiotic and biotic components. Chemical integrity is a crosscutting element that is
related to all three fundamental system components - chemical, physical, and biological integrity
(Table 2). By focusing on chemical integrity, the framers of the Agreement were able to address
stressors and associated impairments that included both abiotic and biotic components of Great
Lakes ecosystem. Three decades ago when point sources of pollution and degraded water quality
5
! 'I
I r°,7_-...
-._- _- - -

 
Scudder D. Mackey, Ph.D. - Physical Integrity of the Great Lakes
captured public attention, a focus on the chemical integrity of the Great Lakes was certainly
appropriate.
Current pollution control and water management paradigms rarely consider the linkage between
water quantity (flow regime) and water quality. Improvements in water quality have been the
primary goal behind many regulatory programs in the basin (e.g. IJC 1989; summary by Charlton
and Milne 2004). More recently, there is a growing recognition that
how
we use water in the
Great Lakes basin and our impacts on the water quantity may be as important to the ecological
integrity of the basin, as maintaining water quality (IJC 2000; Annex 2001). In fact, the quantity
and quality of water conveyed through the Great Lakes system represents "two sides of the same
coin" - where degraded water quality reduces the
quantity
of water available to provide essential
ecosystem functions and services. Degradation of water quality and/or removal of water from the
system (through consumptive loss or diversion) have the same effect - these changes alter the
physical integrity of the Great Lakes and the natural processes that structure, organize, and in
part, regulate the aquatic ecosystem.
Pathways -
Paths along which the natural processes act, so as to convey energy,
water
,
and materials through a system..
With respect to natural processes and physical integrity,
pathways
are defined as the paths along
which the natural processes act, so as to convey energy, water, and materials through a system.
Implied in this definition are: 1) functional pathways, which include functional and physical
connections between fundamental physical components of the system, and 2) hydrologic
pathways, which include flow paths, hydraulic connectivity and continuity, and patterns of flow.
Examples of natural processes, the hydrogeomorphic areas and pathways along which they act,
and the types of functional and/or hydrologic connections include (see also Table 3):
6

 
Scudder D. Mackey, Ph.D. - Physical Integrity of the Great Lakes
Table 3
.
Physical Integrity
-
Natural Processes
,
Pathways
,
and Connectivity
Natural
Attributes
Pathways
/
Area
Connectivity
Process
Weathering
,
mass
Generally unidirectional
Lateral hydraulic
wasting
,
overland and
(
down slope
)
flow
connectivity with adjacent
Surficial
sheet flow
.
Acts across broad
floodplain and watershed
Processes
Highly dynamic
landscape surfaces
surfaces
Spatially and temporally
variable and e
p
isodic
Channelized flow
Generally unidirectional
Lateral hydraulic
Highly dynamic
(down slope
)
flow
connectivity with adjacent
Spatially and temporally
Acts within or along linear
floodplain and watershed
Fluvial
variable and episodic
stream corridors and/or
surfaces
Processes
drainage networks within
Longitudinal hydraulic
watersheds
down-slope continuity and
connectivity within stream
channels
• Infiltration and
Unidirectional and/or
Hydraulic continuity
groundwater flow
bidirectional flows
(groundwater
-
surface
Highly dynamic
Act across broad
water connections) and
Groundwater
Spatially and temporally
landscape surfaces and
/
or
recharge area
variable and episodic
within stream channels or
Potentiometric surface
lakes
(
water table elevation) -
surficial geology and soils
(
a
q
uifers
)
Wave and storm
-
Oscillatory bidirectional
Shore-parallel hydraulic
generated currents and
and/or unidirectional flows
connectivity
(
littoral
flows
Act within or along both
processes)
Coastal
Margin
Intermittent fluvial
shore
-
parallel and shore-
Shore
-
normal hydraulic
influence near river
normal linear corridors
connectivity
(
deltaic,
and Nearshore
mouths
with seasonal onshore
-
estuarine, wetland, barrier
Highly dynamic
offshore components
connectivity)
Spatially and temporally
Water
-
depth dependent
variable and e
p
isodic
Wave and storm
-
Oscillatory bidirectional
Lateral hydraulic
generated currents and
and/or unidirectional flows
connectivity with adjacent
flows
Broad
-
scale regional
water masses
Superimposed over
unidirectional flows
Hydraulic connectivity with
Open Lake
broad-scale hydraulic
Act within and between
major connecting and
(riverine
)
or thermally
lake sub
-
basins
,
major
tributary channel inflows
driven
(
seasonal) flows
connecting and tributary
and outflows
Spatially and temporally
channel inflows and
variable and e
p
isodic
outflows
Surficial processes -
Processes associated with weathering, mass wasting, and overland and
sheet flow. These processes are highly dynamic, are spatially and temporally variable and
episodic, are generally unidirectional (down slope), and act across broad landscape surfaces;
Fluvial processes -
Processes associated with channelized flow. These processes and flows
are highly dynamic; may be spatially and temporally episodic; are generally unidirectional
(down slope); and act within or along
linear
stream corridors and/or drainage networks
within watersheds. Fluvial processes are highly dependent upon lateral hydraulic
connectivity with adjacent floodplain and watershed surfaces, and longitudinal down-slope
hydraulic continuity and connectivity within stream channels;
7

 
Scudder D. Mackey, Ph.D. - Physical Integrity of the Great Lakes
Groundwater processes
- Processes associated with infiltration and groundwater flow -
hydraulic continuity. These processes and flows may be dynamic; spatially and temporally
episodic; unidirectional and/or bidirectional; and may act across broad landscape surfaces
and/or within stream channels or lakes. Groundwater processes are highly dependent on
potentiometric surface (water table elevation), surficial geology and soils (aquifers),
hydraulic continuity (groundwater-surface water connections), and recharge area;
Coastal margin and nearshore processes -
Processes associated with wave and storm-
generated currents and flows, except where influenced by fluvial processes and flows near
river mouths. These processes and flows are highly dynamic, spatially and temporally
variable and episodic, may be oscillatory (bidirectional) or unidirectional, are water-depth
dependent; and generally act parallel to the shore with a seasonal onshore-offshore
component. Coastal margin and nearshore processes are highly dependent on shore-parallel
hydraulic connectivity (littoral processes) and shore-normal hydraulic connectivity (deltaic,
estuarine, wetland, barrier-dune hydraulic connectivity); and
Open-lake processes
- Processes associated with wave and storm-generated currents and
flows, superimposed over broad-scale hydraulic (riverine) or thermally driven (seasonal)
flows. These processes and flows are dynamic, spatially and temporally variable and
episodic, may be oscillatory (bidirectional) or broad-scale unidirectional flows, and act
within and between lake sub-basins and major connecting and tributary channel inflow and
outflow points. Broad-scale regional unidirectional flows act within and between lake sub-
basins and major connecting and tributary channel inflow and outflow points. Open-lake
processes are highly dependent on the lateral hydraulic connectivity between adjacent water
masses and the major connecting and tributary channel inflows and outflows.
Ecological benefits of water are related to the spatial and temporal pathways within the
landscape and the type and severity of impairments. The pathways that water takes across or
through the landscape allows the biological communities to utilize energy and materials as water
moves through the system. For example, there is a time-distance relationship between water and
the benefits that water provides to the ecosystem. The time that water stays within the system is a
function of flow velocity, direction, distance traveled, and pathways and connections within, or
on the landscape. Constrained by existing impairments, the ecological value of a gallon of water
varies as a function of its location and residence time on, or within the landscape. This time-
distance dependency is clearly demonstrated by the work by Poff
et al.
(1997) and subsequent
work by Richter
et al.
(1998; 2000), Baron
et al.
(2002), and others.
Note that within the Great Lakes, all the natural processes listed in Table 3 act along pathways or
within hydrogeomorphic areas that have been impaired by anthropogenic activity. These
impairments affect not only the ability of natural processes to convey energy, water, materials,
and biota, but alter the benefits that water provides to the ecosystem. Clearly, there is a direct
linkage between
natural processes, pathways, landscapes,
ecosystem function, and ecological
integrity.
8

 
Scudder D. Mackey, Ph.D. - Physical Integrity of the Great Lakes
Ecological Concept Of "Integrity"
The Agreement identifies the fundamental system components necessary to achieve ecological
integrity -
chemical, physical,
and
biological
integrity - and yet curiously, does not offer
conceptual definitions of these components. This may be, in part, due to the difficulty in
separating the ethical
principle
of integrity from the ecological
concept
of integrity.
A
discussion of the ethical principle of integrity is beyond the scope of this work. Suffice it to say
that a separate body of literature exists that explores the philosophical implications of why the
"ideal" ecosystem paradigm is a good model to guide environmental policy and why it is
imperative that an ethical principle of integrity be compatible with an ecological concept of
integrity (e.g.,
Westra 1994; 1998). This linkage between the concept and principle is also clearly
demonstrated in the Webster's Dictionary definition of "integrity":
Inte
i
1 a : an unimpaired or unmarred condition : entire correspondence with an
original condition :
soundness...
b : an uncompromising adherence to a code of moral,
artistic, or other values : utter sincerity, honesty, and candor : avoidance of deception,
expediency, artificiality, or shallowness of any kind... 2 : the quality or state of being
complete or undivided : material, spiritual, or aesthetic wholeness : organic unity
entireness, completeness...
Even though there are those who make the case that "integrity" only applies to undisturbed
pristine systems, one can logically make the case that a disturbed system will retain its integrity
if the fundamental system components and functional relationships (i.e. natural processes) are
preserved and are mutually supportive and sustainable (De Leo and Levin 1997). In other words,
from an ecological perspective, integrity can still be achieved when the essential components that
define an ecosystem - existing structural components and the functional and natural processes
that bind them - provide the same structural and functional benefits as undisturbed natural
conditions and are mutually supportive and sustainable.
"...integrity
is achieved when the two essential components that
define an ecosystem -
ecosystem
structure and the
functions
and natural
processes
that bind them
-provide
the same structural
and functional benefits
as undisturbed natural conditions and are
mutually
supportive
and sustainable."
For the purpose of this discussion, restoration does not imply that undisturbed or pre-settlement
conditions are a prerequisite to achieve integrity, as long as the existing components and
processes mimic natural conditions in ways that maintain ecosystem health, promote ecosystem
resiliency and regeneration, and allow the system to change and evolve irrespective of natural
and anthropogenic perturbations (following Karr and Dudley 1981; Westra 1994). For example,
U.S. EPA has developed a working definition of biological integrity that refers to the degree to
which "an ecosystem demonstrates a balanced, resilient community of organisms with biological
diversity, species composition, structural redundancy, and functional processes
comparable
to
that of natural habitats in the same region" (U.S. EPA 2005). This holistic and practical view can
also be applied to the essential structural components and functional processes of a system,
where natural processes acting along flow paths that the water takes across, or through a
landscape provide sustainable and mutually-supportive functional benefits that
correspond
to
those provided by undisturbed natural conditions.
9
_._ --
f

 
Scudder D. Mackey, Ph.D. - Physical Integrity of the Great Lakes
CONCEPT OF PHYSICAL INTEGRITY
Within the Great Lakes, the
conce t
of physical integrity is not well understood, nor has it been
adequately defined. Until recently, policies and regulatory programs within the Great Lakes
basin have been focused almost exclusively on the chemical and biological aspects of the system
with an emphasis on the ecosystem structure and assessment of system status, trends, and
indicators. For example, in 2004, the SOLEC meeting focused on the physical integrity of the
Great Lakes.(SOLEC 2004). A definition of physical integrity was proposed that included
concepts of "self-organization" and the ability to adapt to changing conditions - concepts that are
integral to the traditional ecosystem paradigm. However, physical systems are regulated and
controlled by the laws of physics and driven primarily by abiotic internal and external forcing
functions. Physical characteristics, systems, and associated functional processes are not
"adaptive" in a biological sense (it's not a matter of choice, adaptation, or extirpation - physical
laws don't evolve or become extinct), and one could logically argue that biocentric elements of
the traditional ecosystem paradigm are not directly applicable to physical systems.
Moreover, the SOLEC indicator suites (and most other indicator suites as well) that have been
developed are not explicitly designed to tell us anything useful about the natural processes or
pathways that structure, organize, and define the physical aspects of the system or the factors that
influence the distribution and abundance of energy and materials that flow through that system.
In essence, the current indicator suites are measuring variables that represent changes to system
components without adequately considering the functional processes or pathways along which
those processes act - processes that ultimately control the spatial and temporal distribution of the
variables and changes being measured.
In 2002, the U.S. Policy Committee established a goal to "Protect and restore the physical
integrity of the Great Lakes, supporting habitats of healthy and diverse communities of plants,
fish and other aquatic life, and wildlife in the Great Lakes Basin Ecosystem" and recommended
a suite of actions and outcomes that are focused in three major areas of emphasis: habitat
protection and restoration, protection of the Great Lakes waters, and sustainable land use
practices (U.S. Policy Committee 2002).
Physical Integrity - Protect and restore the physical integrity of the Great Lakes, supporting
habitats of healthy and diverse communities ofplants, fish and other aquatic life, and wildlife in the
Great Lakes Basin Ecosystem. Protect Great Lakes water as a regional natural resource from non-
sustainable diversions and exports. Promote improved land use practices and the enhancement of
the Great Lakes Basin as a source of recreation and economic prosperity.
U.S. Policy Committee
2002.
Most of the recommended actions and desired outcomes are focused on protecting or restoring
the structural components of the ecosystem and are based on existing traditional approaches that,
for the most part, do not explicitly consider the natural processes and pathways that convey
energy, water, and materials through the system. The U.S. Policy Committee document and most
other policy documents (including the Agreement) refer to physical integrity indirectly by
10

 
Scudder D. Mackey, Ph.D. - Physical Integrity of the Great Lakes
describing associated actions and desired outcomes, but do not provide a definition of physical
integrity.
Clearly, an operational definition of physical integrity is needed, that addresses not only the
fundamental physical components of the ecosystem, but the interactions and functional processes
that maintain them. As defined earlier, the concept of landscape incorporates the integrated
components of land and water area (i.e. geology, geomorphology, and land cover) and therefore
encompasses the fundamental physical components of the system. Natural processes and
pathways are defined as the mechanisms and paths by which energy and materials are transferred
or conveyed through a system and therefore encompass the interactions and functional processes
that structure, organize, and define the system. Moreover, sustainable processes, pathways, and
landscapes are a necessary and essential requirement to maintain sustainable supplies of clean
water and protect and restore the ecosystem functions and ecological integrity. A concept of
physical integrity that incorporates all of these elements will meet the test of an operational
definition that offers comprehension and a framework for action. The following operational
definition of physical integrity is proposed:
Operational Definition of Physical Integrity
Sustainable natural processes
,
pathways, and landscapes that maintain and
improve the Great Lakes water quality and quantity
,
and support natural
biodiversity and ecosystem function.
This operational definition states that sustainable processes, pathways, and landscapes are
necessary and essential requirements to maintain sustainable supplies of clean water and protect
and restore the ecosystem function and ecological integrity within the Great Lakes. The
definition is based on the fundamental principle that
sustainable processes build sustainable
ecosystems.
Consideration of physical integrity and related concepts and principles in the
Agreement will require us to explore the fundamental physical characteristics that structure,
organize, and define the system; the natural processes and pathways that influence the
distribution and abundance of energy and materials that flow across and through Great Lakes'
landscapes; and to examine the abiotic and biotic linkages between the chemical, physical, and
biological integrity, ecosystem function, and ultimately - ecological integrity. How do we know
when we have achieved physical integrity?
Achieving Physical Integrity
"Physical integrity is achieved when the physical components
of a system
and the natural
processes and pathways that structure, organize
,
define, and
regulate them correspond
to undisturbed natural conditions and are mutually supportive and sustainable."
This does not imply that undisturbed or pre-settlement conditions are a prerequisite for physical
integrity, just that existing components and processes mimic natural conditions in ways that
maintain ecosystem health, promote ecosystem resiliency and regeneration, and allow the
ecosystem to change and evolve irrespective of natural and anthropogenic perturbations.
Ultimately, the focus of the Agreement is to protect, restore, and enhance the ecological integrity
11

 
Scudder D. Mackey, Ph.D. - Physical Integrity of the Great Lakes
of the Great Lakes. The question is how do we protect, restore, and enhance the natural
processes, pathways, and landscapes to achieve physical and ecological integrity in the Great
Lakes Basin?
Some Examples...
NATURAL PROCESSES AND PATHWAYS - RESTORATION OF NATURAL FLOW
REGIMES
Natural Flow Regime Paradigm
Maintaining physical integrity implies that master variables - the fundamental factors that
structure, organize, and define a system; influence the distribution and abundance of energy and
materials; and regulate processes - are functioning in a sustainable naturalized state. Within the
last decade, there has been an increasing focus on these fundamental factors as indicators of
ecological health and drivers of environmental change. This is particularly true for hydrology,
where considerable research has led to the recognition that hydrology, water levels, and the
dynamics of flow are critical elements that influence the integrity of aquatic ecosystems.
"...fundamental scientific principle that the integrity offlowing water systems depends largely on their
natural dynamic character; ... Streamflow quantity and timing are critical components of water supply,
water quality, and the ecological integrity of river systems. Indeed, streamflow, which is strongly
correlated with many critical physicochemical characteristics of rivers, such as water temperature,
channel geomorphology, and habitat diversity, can be considered a "master variable " that limits the
distribution and abundance of riverine species and regulates the ecological integrity offlowing water
systems."
Poff
et al.
(1997)
The term "natural flow regime" is used to describe characteristics of flow that would be present
without anthropogenic influences and to which individual species, biological communities, and
the ecosystem as a whole have co-evolved and adapted. Flow regimes can be described by five
major characteristics of flow - magnitude, frequency, duration, timing, and rate of change - that
interact to determine the ecological characteristics of freshwater ecosystems (Poff et al. 1997;
Richter et al. 1996, 1997, 1998).
• Magnitude
of flow is the amount of water passing a point per unit of time.
• Frequency
describes the flow periodicity and how often a particular flow condition occurs
• Duration
refers to the length of time a particular flow condition lasts.
• Timing
describes the time of year at which particular flow events occur, such as seasonal
timing of flood or low flow events.
• Rate o change
indicates how quickly flows change over time.
Magnitude of flow (or discharge) is the primary factor that regulates channel width and depth
and load carrying capacity of a tributary. All moving water carries materials and the amount of
material that can be carried varies with the discharge and water-surface slope, which are related
to stream power - a measure of the ability of a stream or river to do work. Generally when
12

 
Scudder D. Mackey, Ph.D. - Physical Integrity of the Great Lakes
discharge increases, so does the ability do to work. During high flows, stream banks and
channels are eroded, and the water and materials are transported downstream. As discharge
decreases, the entrained materials begin to settle out and sedimentation occurs as the ability to do
work decreases.
The frequency, duration, and timing of flows describe the ecologically important temporal
components of flow regime. Anthropogenically altered flow regimes generally exhibit higher
flood frequencies and shorter flood durations than natural flow regimes. The rate of change in
flow events is a measure of how quickly flow magnitude changes per unit time. A system with
rapid rates of change is considered flashy, meaning that flows are highly variable over short
periods of time. Flashy streams may also exhibit high peak discharges and short flood durations.
Such systems are unstable and subject to scouring, flooding, and other extreme disturbances
(e.g., Baker
et al.
2004).
Natural Flow Regime
Characteristics of flow that would be present without anthropogenic influence and
to which individual species, biological communities
,
and the ecosystem as a whole
have co-evolved and adapted.
The overall flow regime measured at any particular point along a river's course is the combined
result of upstream influences including the integrated effects of climate, geology, hydrology,
geomorphology (topography and slope), vegetative cover, drainage area, and dominant water
source within the receiving watershed. In the Great Lakes basin, these fundamental components
have been altered by anthropogenic modifications to the watersheds they drain. Examples of
such modifications include: dams and levies, channelization (smoothing and straightening) and
deepening of channels; water withdrawals, water discharge, and flow regulation; and change in
land use and land cover - all of which effect the timing, rate, and amount of water, energy, and
materials conveyed through the basin's waterways (e.g. GLPF 1998; Poff et al. 1997; Richter et
al. 1996, 1997, 1998; Baron et al. 2002; Bain and Travnichek 1996). The results are altered flow
regimes, degraded water quality, loss of natural biodiversity, impaired ecosystem function, and
reduced ecological integrity.
"The structure and function offreshwater ecosystems are tightly linked to the watershed, or catchment,
of which they are apart (Hynes 1970, Likens 1984). As water flows on its way to the sea, it moves
through freshwater systems in three spatial dimensions: longitudinal (upstream-downstream), lateral
(channel- floodplain, or wetland-lake margin), and vertical (surface water groundwater). These
dimensions represent functional linkages among ecosystem compartments over time (Ward 1989).
Bodies of freshwater are ultimately the recipients of materials generated from the landscape; hence they
are greatly influenced by terrestrial processes, including human modifications of land (Moyle and Leidy
1992). "
Baron
et al.
(2002)
Landscapes and watersheds are linked to the Great Lakes via hydrology, i.e. surface and
groundwater flows, hydraulic connectivity and continuity, and pathways (i.e. flow paths,
connectivity, and patterns of flow). Landscape stressors create hydrologic impairments - by
altering flow characteristics and/or the pathways that water takes to enter, or flow through the
13

 
Scudder D. Mackey, Ph.D. - Physical Integrity of the Great Lakes
Great Lakes. These impairments alter natural flow regimes, degrade water quality, and affect the
benefits that water provides to the ecosystem.
Pathways
-
Flow Paths and Connectivity
A fundamental component of the natural flow regime paradigm is the recognition that rivers and
lakes are hydrologically connected to the surrounding watershed by surface runoff, to aquifers
and other groundwater
resources
by groundwater, and to each other by drainage pattern and flow
paths that extend from the upper reaches of the watershed down to, and including, the Great
Lakes. Implicit within the natural flow
regime
paradigm are the following principles:
Flow regimes are inextricably linked to the flow paths that water takes
across, or
through the
landscape.
The path that water takes across, or through the landscape allows the biological
communities
to utilize energy and materials as water moves through the system.
The ecological benefits and services provided by a liter (or gallon) of water are, in part a
function of water quality; residence time on the landscape; flow path complexity; and energy
of the system.
Landscape modifications (change in land use or land cover) that alter flow paths of water moving
through the system will affect flow regime. For example, impervious surfaces associated with
expanding urbanization will increase stormwater discharges after major precipitation events.
Channeling runoff from impervious surfaces into ditches or stormwater drains effectively speeds
up the flow of water off the land surface (i.e. alters the timing) and "short circuits" natural flow
paths, thereby altering flow regime. Associated with this increase in discharge is an increase in
energy (i.e. stream power) that causes channel instability and results in increased bank and bed
erosion and a corresponding increase in non-point sediment loads (and corresponding reduction
in water quality).
Many local restoration projects in the basin focus on stabilizing eroding stream banks and
modifying instream flows in order to stabilize stream channels and reduce non-point sediment
loads.
Unfortunately, these projects do not address the root cause of the problem - altered flow
regimes - where there is an increase in the frequency of high-discharge events due to landscape
and flow path modifications that affect flows upstream from the restoration site.
"Increases in sediment load due to alteration of the flow regime are not due to the simple addition of
man-made substances into the system but rather are due to fundamental changes in the energy of the
system. Certain forms of non point source pollution such as sedimentation may be better understood as
an artifact of altered flow regime. Solutions to some non point source pollution problems may actually
be simple plumbing fixes, not expensive or intrusive pollution control programs. "
(GLPF 1998).
In addition to degradation of water quality, there are biological and ecological impacts when
natural flow paths and hydrologic connectivity are modified by anthropogenic actions. Water is
used, processed, and recycled over and over again by a host of biological organisms and
communities. Examples include biological communities and species that rely on seasonal flood
14
77
77
" T
I
-'--- - - - - -
-
I

 
Scudder D. Mackey, Ph.D. - Physical Integrity of the Great Lakes
pulses that inundate low-lying floodplain areas and recharge adjacent riparian wetlands.
Sediments and nutrients entrained by floodwaters are deposited and processed within the
floodplain complex. Biological organisms use water and nutrients within the floodplain complex
to maintain biogeochemical processes and perform life-maintaining functions. Waters may be
retained in vernal pools, riparian wetlands, or floodplain ponds - then may gradually drain back
to the river via surface or shallow groundwater flow paths, or infiltrate through soils to recharge
deeper groundwater aquifers (e.g. Shedlock
et al.
1993). These natural processes are cyclic and
renew waters that remain on the landscape. Water that leaves the landscape is also recycled and
renewed by direct evaporation and/or evapotranspiration. -
The spatial and temporal scales over which these natural processes operate are complex and
highly variable. The time that water stays within the system is a function of flow velocity,
direction and distance traveled, and pathways and connections within, or on the landscape. In
general, the ecological value of water increases with residence time, flow path complexity (i.e.
connectivity and patterns of flow), and the frequency and duration of flow events. These factors
combine to increase the probability of exposure of water to diverse biological systems and
biogeochemical processes that process and remove contaminants and improve water quality. The
idea is that the longer water stays on the landscape and is cycled (and recycled) through these
processes, the greater the benefits to the ecosystem (Figure 2.). This is not to say that water must
be retained permanently on the landscape - we seek a set of conditions where residence time,
flow paths, connectivity, patterns of flow, and the rate at which the flow of water conveys energy
and materials through a system are balanced to maximize physical and ecological integrity - the
natural flow regime. These time-distance-value dependencies are clearly demonstrated by the
work by Poff
et al.
(1997) and subsequent work by Richter
et al.
(1998; 2000), Baron
et al.
(2002), and others.
"We seek a
set of
conditions where residence time,
flow
paths, connectivity, patterns
of flow,
and the rate at which the
flow of
water conveys energy and materials
through a system are balanced to maximize
physical
and ecological integrity -
the natural
flow regime."
Anthropogenic modifications generally result in moving water off the land surface as quickly as
possible thereby "short circuiting" natural hydrologic processes and pathways. This replumbing
of the system not only alters fundamental characteristics of flow, but degrades water quality by
reducing residence time on the landscape and bypassing the natural recycling systems that
maintain, cleanse, and renew the basin's waters as it moves across, and through the landscape.
Restoration of Natural Flow Regimes - A Powerful Restoration Tool
Many organizations and agencies in the Great Lakes, when asked to identify potential restoration
opportunities, focus on restoring wildlife, waterfowl, or endangered species habitat; rare or
endangered plant communities; fish populations and fish community structure; and/or
remediating polluted waters and contaminated sediments. These efforts are typically designed to
restore specific components of the ecosystem structure and ignore the underlying functional
relationships and natural processes that bind the ecosystem together. Moreover, current
regulatory and monitoring programs are either watershed or open-lake based and are focused
15

 
Scudder D. Mackey, Ph.D. - Physical Integrity of the Great Lakes
primarily on assessing, monitoring, and/or limiting pollutants that enter the system (e.g.
summary by Charlton and Milne 2004). Current regulatory and monitoring programs within the
Great Lakes basin are not designed to explicitly consider functional relationships and natural
processes within the system.
Within systems with altered hydrology, results of ongoing research and monitoring suggest that
the restoration of natural flow regimes will result in sustainable water resources and long-term
improvements in habitat, biodiversity, and ecological function. Conceptually, this is not a
surprise due to the fact that within the Great Lakes basin, individual species, biological
communities, and the ecosystem as a whole have co-evolved and adapted to a natural range of
hydrologic conditions - the natural flow regime. Altered flow regimes degrade and adversely
impact the physical and ecological integrity of a system. Actions taken to restore natural flow
regime will result in a positive response by the ecosystem and over time, will yield long-term
benefits including sustainable water resources and improvements in habitat, biodiversity, and
ecological function.
More importantly, by restoring natural flow regimes, inherent natural
structuring processes are allowed to act, eliminating the need to rely on long-term, continuing
investments in direct anthropogenic actions to maintain physical integrity.
LANDSCAPES AND WATERSHEDS
For the purpose of this discussion, landscapes include the integrated components of land and
water area (i.e. geology, geomorphology, and land cover) upon which natural processes act
within the Great Lakes Basin. Watersheds are a subset of landscapes and are defined by the area
of drainage that supplies surface water that feeds a river and associated tributaries. Landscapes
are composed of three major components, each essential to the maintenance of physical integrity:
• GeoloQy -
surface and subsurface distribution of geologic materials; soils; hydrophysical
characteristics (permeability, porosity, aquifers, aquatards...);
Geomorpholo- -
shape, pattern, distribution, and physical features of the land surface;
landforms and drainage pattern (topography, slope, hydrography, channel morphology and
bathymetry, connectivity and pattern); and
• Land Cover -
shape, pattern, and distribution of physical, biological, and anthropogenic
features on the land surface (Land Use).
Geology and the surface expression of geology, geomorphology, are considered to be one of the
three natural master variables that structure, organize, and regulate the fundamental physical
characteristics of a landscape and the energy and processes that act on that landscape. Geology
and geomorphology represent an integration of a subset of physical attributes, some of which are
actionable, some of which are not. In the case of geology and geomorphology, examples of non-
actionable attributes include: the type, distribution and pattern of bedrock; soils and surficial
materials; regional hydrophysical characteristics; and regional basin geomorphology. These
physical attributes form the underlying framework (and can be considered to be structural
components) of the ecosystem and are integral to the physical integrity of the system. Actionable
attributes can be (and have been) manipulated, and in the case of geology and geomorphology,
examples include: the shape, pattern, distribution, and physical features of the land surface;
drainage pattern (topography, slope, hydrography, channel morphology and bathymetry,
16
11-7-77m...-_ _.. _.,

 
Scudder D. Mackey, Ph.D. - Physical Integrity of the Great Lakes
hydraulic connectivity); and landform connectivity, pattern, and distribution. Modifications to
these attributes alter the flow paths, connectivity, and patterns of flow of surface and ground
waters moving through the system affecting hydrology and flow regime. Moreover, by altering
these attributes, not only are we changing the underlying structural components and framework
of the ecosystem, but impacting the physical integrity of the system as well.
Land cover describes the shape, pattern, and distribution of physical, biological, and
anthropogenic features on the land surface - features that interact to produce a complex mosaic
of landscape elements and connections that have both structural and functional significance for
physical integrity and the ecosystem. An in-depth discussion of the basic concepts of Landscape
Ecology and pattern analyses is beyond this work, but suffice it to say that landscapes are
composed of a mosaic of elements that represent discrete areas of relatively homogeneous
environmental or physical characteristics (e.g., see summary by McGarigal
et al.
2002). To
provide a contextual framework, the model commonly applied to landscape features is the
ap tch-
corridor-matrix
model (Forman 1995), where discrete landscape elements - commonly referred
to as patches - are set within a broader and more extensive landscape element called a "matrix".
Corridors are linear landscape elements defined by their form (structural corridors) and/or their
function (e.g., habitat, dispersal conduits, or barriers). Corridors may have similar attributes as,
and be physically connected to, adjacent patches within the mosaic. Typically, application of the
patch-corridor-matrix model is dependent upon the attributes under consideration. For example,
from a physical integrity perspective, an analysis of geomorphic processes might require the use
of drainage pattern and/or topographic slope to define the matrix, patches, and corridors;
whereas, from an ecological perspective, an analysis of vertebrate populations might require the
use of vegetative structure to define the matrix, patches, and corridors.
When considering landscapes and watersheds, the traditional focus has been on changing land
cover and land use - the shape, pattern, and distribution of biological and anthropogenic features
on the land surface - and the impacts of these changes on structural components of the
ecosystem (i.e. species, communities, and habitat) and water quality. A common approach used
to identify impairments is to examine land-cover change and attempt to link these changes to
sediment and contaminant loadings and resulting site-specific degradation of habitat,
biodiversity, and ecological function. Unfortunately, the linkages between land-cover change,
sediment and contaminant loadings, site-specific habitat degradation, biodiversity, and ecological
function are highly variable, non systematic, and difficult to quantify. This is in part due to the
different spatial and temporal scales over which these interactions occur and the multivariate
relationship between land-cover change and the fundamental functions and processes that
influence water resource sustainability, biodiversity, and ecological function.
"Land cover directly influences physical integrity by controlling the hydrophysical
characteristics
of the
landscape - natural processes, pathways
,
hydraulic
connectivity and continuity
-
and ultimately the flow regime."
Traditional watershed assessment approaches ignore the fact that land cover directly influences
physical integrity by controlling the hydrophysical characteristics of the landscape - natural
processes, pathways, hydraulic connectivity and continuity - and ultimately, the flow regime.
Moreover, most watershed assessments do not consider the fact that landscapes and watersheds
17

 
Scudder D. Mackey, Ph.D. - Physical Integrity of the Great Lakes
are linked and connected to the Great Lakes by hydrology, i.e. via surface and groundwater
flows, or that actions taken within the watershed directly impact the flow regime and the Great
Lakes as a whole. In fact, our ability to effectively address water quantity and water quality
issues in the Basin has been severely limited by ignoring processes and functional relationships
and by relying almost exclusively on land-cover change detection and analyses programs and
traditional watershed assessment techniques to identify ecological protection and restoration
opportunities.
One must recognize that landscapes are spatially complex and it is the integrated impact of
landscape alterations and the effects of these alterations on natural processes, flow paths,
connectivity, and patterns of flow that have contributed to the loss of physical integrity within
the Great Lakes.
Many of the physical stressors and impairments identified in the basin are the
result of altered landscapes. Even though complete restoration of natural landscape patterns,
connectivity, and the natural processes that structure, maintain, and regulate those patterns is not
practicable, possible or desirable, it may be possible to restore critical landscape components and
processes that mimic sustainable natural conditions in ways that maintain ecosystem health,
promote ecosystem resiliency and regeneration, and allow the system to change and evolve
irrespective of natural and anthropogenic perturbations, i.e. achieve landscape integrity.
Within the Great Lakes basin, individual species, biological communities, and the ecosystem as a
whole have co-evolved and adapted to a natural range of landscape conditions. Actions taken to
restore natural landscape patterns and connectivity will result in a positive response by the
ecosystem and over time, will yield long-term benefits including sustainable water resources and
improvements in habitat, biodiversity, and ecological function. More importantly, by restoring
natural landscape patterns and connectivity, the inherent natural structuring processes associated
with restored hydrology and natural flow regimes will eliminate the need to rely on long-term,
continuing investments in direct anthropogenic actions to maintain physical integrity.
HABITAT INTEGRITY - SUSTAINABLE HABITATS AND ECOSYSTEMS
Great Lakes habitats are inextricably linked to physical integrity. Habitat is the critical
component that links the biological communities and ecosystems to natural processes, pathways,
and the landscape. The pattern and distribution of habitats is controlled, in part by the underlying
physical characteristics of the basin and interactions between energy, water, and the landscape
(e.g., Sly and Busch 1992; Higgins
et al.
1998). Moreover, the physical characteristics and
energy conditions that define habitats are created by the interaction of master variables - climate
(energy), geology (geomorphology and substrate), and hydrology (water mass characteristics and
flow) - the same variables and processes that maintain physical integrity. Habitats are created
when there is an intersection of a range of physical, chemical, and biological characteristics that
meet the life stage requirements of an organism (Figure 1.)
"Habitat is the critical component that links biological communities and
ecosystems to natural processes, pathways, and the landscape."
18

 
Scudder D. Mackey, Ph.D. - Physical Integrity of the Great Lakes
Figure 1. Fundamental Characteristics of Aquatic Habitat
(Climate)
Energy
Substrate
Water Mass
(Geology)
(Hydrology)
• Energy -
estimated from hydraulic
calculations for both oscillatory and
unidirectional flows.
Substrate
- bedrock, composition,
texture, hardness, stability, porosity,
permeability, roughness.
Water Mass -
depth, temperature,
turbidity, nutrients, contaminants,
and dissolved oxygen.
• Habitat -
physical characteristics
and energy conditions that meet the
needs of a specific species and/or
biological community for a given
life stage.
From the perspective of physical integrity,
physical habitats
are defined by a range of physical
characteristics and energy conditions that can be delineated geographically that meet the needs of
a specific species, biological community, or ecological function for a given life stage. To be
utilized as a habitat, these physical characteristics and energy conditions must exhibit an
organizational pattern, be persistent, and "repeatable" - elements that
are essential
to maintain a
sustainable and renewable resource (Peters and Cross 1992). The repeatable nature of a habitat
implies that the natural processes that create a physical habitat must also be repeatable and may
persist over a range of spatial and temporal scales. For example, seasonal changes in flow,
thermal structure, and water mass characteristics create repeatable patterns and connections
within the tributaries and lakes in the basin. Spatially, these patterns occur within the same
general locations year after year. Moreover, the pattern of movement of water, energy, and
materials
through the system (which depends on connectivity) also exhibits an organizational
pattern, persistent, and repeatable. These patterns and connections, in part control the seasonal
distribution and regulate the timing, location, and use of Great Lakes habitat.
Physical Habitat
A combination of a range of physical characteristics and energy conditions that
can be delineated geographically that meet the needs of a specific species,
biological community
,
or ecological function for a given life stage.
Therefore, the quality and integrity of Great Lakes habitats are maintained by sustainable natural
processes, pathways, and landscapes. Anthropogenic activities that alter natural processes,
pathways, and landscapes have resulted in the loss and degradation of Great Lakes habitat.
Alteration of natural processes and pathways affects how biological communities utilize energy
19

 
Scudder D. Mackey, Ph.D. - Physical Integrity of the Great Lakes
and materials as water moves through the system.
Habitat Integrity
is created by protecting and
restoring sustainable natural processes, pathways, and landscapes that maintain a range of
physical, chemical, and biological characteristics and energy conditions that can be delineated
geographically that meet the needs of a specific species, biological community, or ecological
function for a given life stage. The following operational concept of habitat integrity is
proposed:
Habitat Integrity
Sustainable natural processes
,
pathways,
and landscapes that maintain a range
of physical
,
chemical
,
and biological characteristics and energy conditions
that can be delineated geographically that meet the needs of a specific
species, biological community
,
or ecological function for a given life stage.
Within the Great Lakes basin, individual species, biological communities, and the ecosystem as a
whole have co-evolved and adapted to utilize a natural range of habitat conditions (e.g. Busch
and Lary 1996; Jones et al. 1996). Actions taken to restore natural processes, pathways, and
landscapes will result in a positive response by the ecosystem and over time, will yield long-term
benefits including sustainable water resources and improvements in habitat, biodiversity, and
ecological function. More importantly, by restoring natural processes, pathways, and landscapes,
the inherent natural structuring processes will eliminate the need to rely on long-term, continuing
investments in direct anthropogenic actions to maintain habitat integrity.
WATER LEVELS AND CLIMATE CHANGE
Water Levels
Within the Great Lakes coastal margin and open water systems, the equivalent of natural flow
regime is the natural water-level regime. The Great Lakes water-level regimes are controlled
primarily by the interaction of two master variables, climate and hydrology. The Great Lakes
water levels represent the integrated sum of water inputs and losses from the system - typically
expressed by a hydrologic water balance equation - that are driven by climate (long-term and
seasonal weather patterns), hydrology and flow regime (surface water, ground water, and
connecting channel flows), and the utilization of water resources within the basin (water
withdrawals, diversions, and connecting channel flows) (IJC 2000; Quinn 2002). Primary
controls of the Great Lakes water levels and flow regimes are precipitation, evapotranspiration,
and the frequency, duration, and distribution of major storm events - which are driven by
seasonal and longer-term climatic cycles (Quinn 2002; Baedke and Thompson 2000). Long-term
and seasonal changes in precipitation and evaporation result in the inter-annual and seasonal
variability of water levels and the associated connecting channel flows within, and between all
the Great Lakes (Derecki 1985; Lenters 2001; Quinn 2002).
The term "water-level regime" encompasses the range and variability of water levels in response
to changes in the overall water balance of the system under consideration. The "natural water-
level regime" refers to the range and variability of water levels that would be present without any
20

 
Scudder D. Mackey, Ph.D. - Physical Integrity of the Great Lakes
anthropogenic influence and to which individual species, biological communities, and the
ecosystem as a whole have co-evolved and adapted. Change in the lake water levels can be
characterized in ways similar to flow regimes, where the fundamental characteristics of flow -
magnitude, frequency, timing, duration, and rate of change - can also be applied to Great Lakes
water levels and connecting channel flows. Also influencing the water-level regimes are short-
term fluctuations in the water level that are caused, in part, by local wind or storm events that
perturb the water surface, such as a storm surge or seiche events, that may not necessarily reflect
a change in the overall water balance of the lake or basin under consideration. These short-term
fluctuations in the water level may also, have important structuring effects on coastal margin and
open-lake ecosystems.
Water levels of two Great Lakes - Lakes Superior and Ontario - are currently regulated. The
long-term ecological impacts of regulation on Lake Superior and Lake Ontario are only just
beginning to be understood. Ongoing research suggests that a reduced range of variability of
lake water levels (in particular, clipping of the lows) has directly impacted coastal wetland plant
communities and biodiversity in Lake Ontario (USGS 2004). These changes in wetland plant
communities have also affected the productivity and structure of the fish community in Lake
Ontario.
Ongoing work by the GLC-supported Wetlands Consortium and the IJC Lake Ontario
Reference are continuing to document the importance of water-level regime and the natural
range of variability to coastal margin biodiversity and ecological integrity.
The
physical
and
hydrologic
integrity of the coastal margin and open-lake systems are defined by
the interaction of water-level regimes, open-lake circulation processes and patterns, natural
coastal processes, and the pathways and connections along which these processes act. Natural
coastal processes include oscillatory and unidirectional flows generated by waves and currents,
with the resulting conveyance of material and energy along the shore, between, and within the
coastal margin areas and the open lake. These processes control the distribution of materials and
substrates in the nearshore zone (area encompassed by water depths generally less than 10 m).
Moreover, seasonal changes in flow, thermal structure, and water mass characteristics create
regional-scale patterns and connections within and between the coastal margin and open-lake
areas within the basin (e.g. Tyson
et al.
2001). The natural coastal processes that structure,
organize, and regulate the coastal margin systems act along flow paths that depend on the natural
connectivity between river mouths (estuaries), embayments, open and protected shorelines, and
the landscapes that drain into them.
Irrespective of cause, the altered water level regimes affect these coastal and open-lake
processes, pathways, and connections. For example, lower water levels alter open-lake
circulation patterns and connectivity; alter thermal structure and patterns; affect nearshore
coastal processes by reducing water depth and changing wave-energy distributions in the
nearshore areas; and reduce hydraulic connectivity between, and within the coastal margin and
wetland/barrier systems within the Great Lakes. Anthropogenic alterations to river mouths and
the "hardening" of shorelines modify flow paths and the natural coastal processes that convey
energy and materials along and through the coastal land-margin systems. Moreover, altered flow
regimes on the landscape may adversely impact not only the ecological integrity but also the
physical and hydrologic integrity of the Great Lakes themselves. Currently, the cumulative
impacts of altered flow regimes on the Great Lakes are unknown, primarily because we have
21

 
Scudder D. Mackey, Ph.D. - Physical Integrity of the Great Lakes
only started
to consider the question
. Existing
data sets are inadequate
to perform
the assessment
in a meaningful
way (GLC 2003).
"Ecological integrity is achieved by protecting and restoring water level regimes,
natural coastal processes
,
and flow paths and connections that structure,
organize
,
and regulate coastal margin systems and create regional-scale
patterns that link coastal margin and open
-
lake areas within the Basin."
From the perspective of ecological integrity, altered water level regimes, natural coastal
processes and associated pathways, will affect how biological communities utilize energy,
materials, and water as it is conveyed through the coastal margin and open-lake systems.
Individual species, biological communities, and the ecosystem as a whole respond to changes in
physical integrity as they have co-evolved and adapted to a natural range of water levels, flows,
and water-mass characteristics in order to maximize benefits to themselves and the ecosystem.
Ecological integrity is achieved by protecting and restoring water level regimes, natural coastal
processes, and flow paths and connections that structure, organize, and regulate coastal margin
systems and create regional-scale patterns that link the coastal margin and open-lake areas within
the Basin.
Superimposed on these daily, seasonal, and longer-term climatic cycles and natural processes, is
the potential for long-term climate change. Master variables such as climate which cannot be
anthropogenically manipulated (at least over the short term) are considered to be "non-
actionable".
However, being "non-actionable" does not mean that these master variables are
fixed or inviolate through space or time. Anthropogenic or natural changes to the physical
integrity of the system may, over the long term, alter patterns and trends from historic or long-
term "natural" norms.
Climate Change
Recent research and modelling results suggest that anticipated long-term changes in climate have
the potential to significantly alter the physical integrity of the Great Lakes basin (summary in
Kling
et al.
2003). Changes in climate may be gradual and will be affected by interactions
between natural long-term climatic cycles and potential long-term impacts due to anthropogenic
changes to the earth's atmosphere. Because climate and hydrology are master variables, these
changes are likely to have a significant impact not only on physical integrity, but the chemical,
biological, and ecological integrity of the Great Lakes as well.
Details of the potential impacts of climate change are described elsewhere and are beyond the
scope of this work (e.g., Mortsch and Quinn 1996; Lee
et al.
1996; Magnuson 1997; Mortsch
1998; Atkinson 1999; Casselman
et al.
2002; Lofgren
et al.
2002; Brandt
et al.
2002; Wuebbles
and Hayhoe 2003; Kling
et al.
2003). However, climate-change induced alterations to weather,
i.e. precipitation, evapotranspiration, and storm frequency, severity, and patterns will likely alter
the physical and habitat integrity of the Basin, including:
Tributary and groundwater flows, base flows -
seasonal
alterations of flow
regime
; spatial
and temporal shifts
in seasonal timing;
22

 
Scudder D. Mackey, Ph.D. - Physical Integrity of the Great Lakes
Great Lakes water levels - a
general lowering of water levels; spatial and temporal shifts in
seasonal timing;
Thermal effects -
thermal stratification; altered open-lake and nearshore surface water
temperatures, circulation patterns, and processes; reduced ice cover; spatial and temporal
shifts in seasonal timing; and
• Latitudinal shifts in ecoregions
- regional changes in land and vegetative cover and
associated terrestrial and aquatic communities and habitats.
Water Level
Impacts on Ecological
Integrity
For example, regional climate change models (Canadian Centre for Climate Modeling CCGM1
and UKMO/Hadley Centre HADCM2) project a 1 to 2 in decline in long-term annual water
levels over the next 70 years for the Great Lakes (e.g. Lofgren et al. 2002; Sousounis and Grover
2002; Mortsch and Quinn 1996; Lee et al. 1996). Recent work by Wuebbles and Hayhoe (2003)
using the HADCM3 model projects higher temperature changes for the Midwestern U.S. than
those predicted by the CCGMI and HADCM2 models. Lee et al. (1996) predicted that a
reduction in long-term annual water levels in Lake Erie and Lake St. Clair by 1.5 in or more
would significantly reduce the lakes' surface area and move the shoreline by less than I km to as
much as 6 km lakeward of the current shoreline location.
Climate-induced reductions in water levels will hydrologically isolate many high-quality wetland
and estuarine areas that are currently protected or maintained by government agencies and/or
non-governmental conservation organizations (Mortsch 1998). Moreover, reduced water levels
will alter nearshore littoral and sub-littoral habitats, permanently affecting benthic and fish
community structure throughout the Great Lakes. The effects of lower water levels will also
fundamentally affect seasonal timing and connectivity, food-web dynamics, and the distribution
and diversity of biological communities in the basin (e.g., Kling
et al.
2003, Casselman
et al.
2002; Brandt
et al.
2002).
Under natural conditions, any loss of biodiversity (and physical integrity) would be short-term
because new wetlands and coastal/nearshore habitats will be created and the ecosystem would
adapt to a new water-level regime as physical integrity is restored. However, continuing
development pressures threaten newly exposed areas, resulting in,degradation and the risk of
permanent loss of these critical habitats and associated biodiversity. The combination of climate
change and anthropogenic activities will potentially result in an irreversible loss of physical
integrity and coastal/nearshore habitats because the system will not be able to adapt naturally to
climate-induced water level change. Irrespective of cause, the permanent loss/change in the
distribution of wetland, riverine, deltaic, and nearshore habitats due to lower water levels and/or
climate change will result in a substantial loss of biodiversity, affecting the overall ecological
integrity of the Basin.
Conservation and resource management agencies have long recognized the potential
consequences of altered thermal and water-level regimes due to climate change, but have not
sufficiently incorporated the effects of climate change into long-term conservation or
management plans (e.g., TNC 2000; Rodriguez and Reid 2001). As a result, these plans do not
provide for the future conservation of the coastal and submerged nearshore areas where new
23
'177' 1

 
Scudder D. Mackey, Ph.D. - Physical Integrity of the Great bakes
wetlands, coastal embayments, and high-quality fish habitats will form (e.g., Saxon 2003). Nor
do current planning efforts incorporate the potential effects of altered climate, flow, and thermal
regimes on watersheds, tributaries, nearshore and coastal margin areas, or the Great Lakes
themselves.
This discussion highlights the need to incorporate into the Agreement, programmatic strategies
designed to respond to potential long-term stressors, such as climate change or water diversions,
which have the potential to impair the physical integrity of the Great Lakes. One recommended
strategy would be to develop and implement proactive anticipatory management approaches
(commonly referred to as adaptive management strategies) that identify the long-term planning,
protection, and restoration needs in the Basin in response to long-term stressors and impairments.
Application of adaptive management strategies will help to ensure the physical and ecological
integrity of the Great Lakes in the face of major environmental changes.
DISCUSSION
Ecological Integrity and the
Great Lakes Water Quality
Agreement
The Great Lakes Water Quality Agreement as currently written and implemented does not
provide the necessary vision, conceptual guidance, or tools to restore the ecological integrity of
the Great Lakes. Under the Agreement, water quality management is focused primarily on
chemical pollution and programs that are designed to reduce, regulate, and control what enters
the system or manage and remove "legacy" contaminants that have already entered and reside
within the system. Currently there are few, if any, programs under the Agreement that are
designed to monitor or protect the natural processes, pathways, or landscapes that are essential to
maintain a sustainable ecosystem.
Earlier in the discussion, we recognized that a lack of a common vision for physical and/or
ecological integrity has impacted our ability to develop and implement a comprehensive
restoration agenda for the Great Lakes and that there is a need to establish a shared vision or goal
that captures what is meant by "Restoring the Great Lakes". Fortunately, the Great Lakes Water
Quality Agreement
already
identifies the fundamental system components necessary to achieve
ecological integrity
- chemical, physical,
and
biological
integrity - which are summarized in the
following hypothesis:
Hypothesis
If chemical
,
physical
,
and biological integrity are necessary and fundamental
components of ecological integrity
;
then protecting, restoring
,
and enhancing
the chemical
,
physical
,
and biological integrity of the Great Lakes will protect,
restore, and enhance the ecological integrity of the Great Lakes.
Through revisions to the Agreement, this hypothesis can be tested and if validated and found to
be true, then one can conclude that "Restoring the Great Lakes" means protecting, restoring, and
enhancing the chemical, physical, and biological integrity of the Great Lakes - and the natural
processes, pathways, connections, and landscapes that maintain them. The logic behind this
assertion is based on the following concepts:
24
777-7-

 
Scudder D. Mackey, Ph.D. - Physical Integrity of the Great Lakes
1.
Ecological integrity is derived from, and dependent upon, physical, chemical, and biological
integrity.
2.
Chemical, physical, and biological integrity are achieved by protecting and restoring
fundamental ecosystem components, the natural processes that maintain them, and the
functional pathways and connections along and through which those processes work.
3.
Sustainable processes build sustainable ecosystems. Protection and restoration of sustainable
natural processes, pathways, and landscapes will yield sustainable waters, support sustainable
ecosystem functions, and achieve long-term chemical, physical, biological, and ecological
integrity.
A revised Agreement has the potential to provide a binational framework for the development of
a comprehensive protection and restoration strategy for the Great Lakes.
What is needed is an
overall
vision
of ecological integrity for the Great Lakes - along with a set of
guiding principles
and
standards
designed to protect, restore, and enhance Great Lakes water quality and quantity,
and support natural biodiversity and ecosystem function, and achieve ecological integrity.
Developing an overall vision of ecological integrity for the Great Lakes basin is beyond the
scope of this work, even though it may be worthwhile to explore some of the fundamental
principles, concepts, and potential implementation strategies that may be common to concepts of
both physical and ecological integrity.
"What is needed
is an
overall vision for the concept of Ecological Integrity of the Great
Lakes - along with a set of Guiding Principles and Standards designed to protect,
restore, and enhance Great Lakes water quality and quantity
,
and support natural
biodiversity and ecosystem function."
The concept of ecological integrity has been defined in other venues outside of the Great Lakes,
and also has been considered within a philosophical context (e.g. U.S. EPA 2005; De Leo and
Levin 1997; Soskolne and Bertollini 1999; Karr
et al.
1991; Karr and Dudley 1981). It is clear
that there are fundamental conceptual elements that must be included within an operational
concept of ecological integrity, including ecological health and well being; ecosystem resiliency
and regeneration (especially in response to internal and external stressors); capacity and options
for ecosystem development and growth; and the ability of the ecosystem to change, adapt, and
maintain essential ecosystem functions irrespective of long-term natural and anthropogenic
stressors and impairments (Westra 1994).
25

 
Scudder D. Mackey, Ph.D. - Physical Integrity of the Great Lakes
"Ecological integrity
(
EI) is an umbrella concept that includes in various proportions and which
cannot be
specified
precisely
,
the following:
1)
Ecosystem health and its present well being. This condition may apply to even non pristine or
somewhat degraded ecosystems, provided they function successfully as they presently are.
Ecosystems that are merely healthy may encompass both desirable and undesirable possibilities,
and may be more or less limited in the capacities they possess. It is for this reason that health
alone is not sufficient.
2)
The ecosystem must retain the ability to deal with outside interference, and, if necessary,
regenerate itselffollowing upon it. This clause refers to the capacity to withstand stress. This
definition makes the distinction between non-anthropogenic stress, as part of billions of years of
development, and anthropogenic stress, which may be severely disruptive.
3)
The systems' integrity reaches a peak when the optimum capacity for the greatest number of
possible ongoing development options, within its time/location, is reached. The greatest
potentiality for options is fostered, for example, by biodiversity (within contextual natural
constraints).
4) The system will possess integrity, if it retains the ability to continue its ongoing change and
development, unconstrained by human interruptions, past or present. (Westra 1994). "
Presentation
by L. Westra,
1998
.
Ecology & Health: from a
discussion document
.
WHO ECEH,
Rome
Division - July 1999.
Considering ecological integrity within a master variable context and setting aside philosophical
(i.e.
moral and ethical) values, there are considerable economic and societal benefits that are
derived from a freshwater ecosystem that has ecological integrity. Resource utilization, i.e. the
use of the basin's resources to produce economically valuable goods and services, provide
abundant supplies of clean water, and provide desirable recreational and aesthetic qualities
commonly associated with a natural ecosystem, forms the basis for our interest in achieving
ecological integrity (e.g., Baron
et al.
2003).
More importantly, by restoring ecological integrity,
inherent natural structuring processes will eliminate the need to rely on long-term, continuing
investments in direct anthropogenic actions to maintain sustainable ecological functions,
benefits, and services, which will ultimately result in both economic and environmental
efficiencies (e.g. Karr
et al.
1986).
Physical Integrity and Natural Processes
- A New
Paradigm for Great Lakes Protection
and Restoration
The logical conclusion that follows from the discussion of physical and ecological integrity is
that a new paradigm is emerging that is based not only on an ongoing assessment of the system
components and status, but on protecting, restoring, and enhancing natural processes, pathways,
and the functional relationships that create and maintain chemical, physical, and biological
integrity in the Great Lakes Basin. At the core of this physical integrity paradigm is the
fundamental principle that
sustainable processes build sustainable ecosystems,
and the fact that
the interaction of master variables - climate, geology, and hydrology, i.e. the same variables and
26

 
Scudder D. Mackey, Ph.D. - Physical Integrity of the Great Lakes
processes that maintain and regulate physical and habitat integrity - establishes the framework
that links and integrates all the structural components of the ecosystem together into a whole.
Within the context of physical integrity, sustainable natural processes are created when master
variables interact to convey energy, water, and materials through a system in ways that
correspond to undisturbed natural conditions, maintain system integrity, and promote system
resiliency and regeneration - irrespective of the natural and anthropogenic perturbations. The
importance of physical integrity to the protection and restoration efforts cannot be
overemphasized. The overarching nature of physical integrity is such, that it is possible to
achieve physical integrity without achieving chemical or biological integrity, but it is much more
difficult to achieve chemical or biological integrity without achieving physical integrity. This
new process-based physical integrity paradigm represents an integrated, balanced approach to
restoration that links the essential structural components of the ecosystem to the natural
processes and pathways that maintain them, and builds on much of the work that has already
been done in the Basin.
"At the core of this new paradigm is the fundamental principle that
sustainable
processes
build sustainable
systems, ... "
It is likely that in a revised Agreement, there will be a requirement to develop methods to
quantify, predict, evaluate, and value the outcomes of potential ecological protection or
restoration projects in response to the incorporation of a new physical integrity paradigm into the
Agreement. Assessment methods would include the ability to quantify potential restoration
outcomes; develop monitoring plans that measure hydrologic and ecological benefits of
restoration projects; establish links between hydrologic parameters and measures of habitat,
biodiversity, and ecological function; and measure the degree to which specific restoration or
improvement actions contribute to physical integrity.
Traditional monitoring, assessment, and regulatory programs are not explicitly designed to
identify impairments to natural processes, the pathways along which they act, or to assess the
hydrologic impairments resulting from altered flow regimes. Fortunately, ongoing research has
led to the development of a suite of tools designed to quantify and assess the degree and type of
hydrologic alteration in impaired systems (Richter
et al.
1996, 1998). Some of these tools are
designed to generate synthetic natural flow regimes for undisturbed conditions that can be used
to establish targets or endpoints (i.e. reference conditions) to achieve specific environmental
outcomes. Activities that restore the natural hydrologic function by shifting flow regimes
towards more natural or undisturbed conditions are to be encouraged. Moreover, progress
towards environmental outcomes can be measured by comparing the current state with idealized
reference conditions. Reference conditions are also required to establish thresholds that define
measures of "success" for restoration projects designed to restore physical integrity.
The operational definition of physical integrity states that sustainable processes, pathways, and
landscapes are the necessary and essential
requirements
to maintain sustainable supplies of clean
water and protect and restore ecosystem function and ecological integrity within the Great Lakes.
Achieving physical integrity is
accomplished
by protecting and restoring fundamental ecosystem
components, the sustainable natural processes that maintain them, and the connections and
27

 
Scudder D. Mackey, Ph.D. - Physical Integrity of the Great Lakes
pathways through which those processes work. Physical integrity is
achieved
when the physical
components of a system and the natural processes and pathways that structure, organize, define,
and regulate them, correspond to undisturbed natural conditions and are mutually supportive and
sustainable.
"...sustainable natural processes are created when master variables interact to
convey energy, water, and materials through a system in ways that correspond to
undisturbed natural conditions,
maintain
system integrity, and promote system
resiliency and regeneration..." .
Sustainable natural processes, pathways, and associated functional relationships within the
system are fundamental to
all
aspects of physical integrity. Natural processes are mechanisms
that transfer energy, water, and materials across and through landscapes into the Great Lakes.
The pathways that water takes as it moves across the landscape are also important. Pathways are
the paths along which natural processes act to convey energy, water, and materials through a
system. Alteration of natural hydrologic processes and pathways affects how biological
communities utilize energy, materials, and water as it is conveyed through the system.
Individual species, biological communities, and the ecosystem as a whole respond to changes in
physical integrity as they have co-evolved and adapted to the natural physical and hydrologic
conditions in order to maximize benefits to themselves and the ecosystem.
"Restoring the Great Lakes" means protecting, restoring, and enhancing the chemical, physical,
and biological integrity of the Great Lakes - and the natural processes, pathways, connections,
and landscapes that maintain them. Incorporating the concept of physical integrity into the
Agreement will force a long-overdue re-examination of our approach to Great Lakes restoration
and will potentially reframe many of the questions that we have been asking about the Great
Lakes. The concept of physical integrity forces us to refocus our efforts toward protecting and
restoring not only structural components of interest (i.e. specific species, habitat, or landscape),
but also the natural processes and pathways that create and maintain them.
Moreover, in combination with the adoption of adaptive management strategies, protection and
restoration of natural processes, pathways, and landscapes will improve the resiliency and
regenerative capacity of the physical and biological systems to potential long-term natural and
anthropogenic stressors such as altered flow regimes and lake-level changes resulting from
increased water withdrawals, potential diversions, and/or effects of climate change.
Incorporation of physical integrity into the Agreement will result in a "balanced" approach to
Great Lakes protection and restoration by adding the consideration of sustainable natural
processes, pathways, and landscapes as part of a comprehensive protection and restoration
strategy for the Great Lakes.
SUMMARY
A new paradigm is emerging that is based on protecting, restoring, and enhancing natural
processes, pathways, and the functional relationships that create and maintain the chemical,
physical, and biological integrity in the Great Lakes Basin. At the core of this paradigm are two
28

 
Scudder D. Mackey, Ph.D. - Physical Integrity of the Great Lakes
fundamental principles:
1) sustainable processes build sustainable ecosystems;
and 2)
chemical,
physical and biological integrity are necessary to achieve ecological integrity;
and the fact that
the interaction of master variables - climate, geology, and hydrology, and associated processes
and pathways that convey energy, water, and materials through a system - establishes the
framework that links and integrates all of the structural components of the ecosystem together
into a whole.
A new operational definition of
physical integrity
is proposed - one that requires sustainable
natural processes, pathways, and landscapes that maintain and improve the Great Lakes water
quality and quantity, and support natural biodiversity and the ecosystem function. Within the
context of physical integrity, sustainable natural processes are created when master variables
interact to convey energy, water, and materials through a system in ways that correspond to
undisturbed natural conditions, maintain system integrity, and promote system resiliency and
regeneration - irrespective of the natural and anthropogenic perturbations. Physical integrity is
achieved when the physical components of a system and the natural processes and pathways that
structure, organize, define, and regulate them correspond to undisturbed natural conditions and
are mutually supportive and sustainable.
Adoption of this operational definition and related concepts and principles will require us to
explore the fundamental physical characteristics that structure, organize, and define the
ecosystem; the natural processes and pathways that influence the distribution and abundance of
energy and materials that flow across and through Great Lakes' landscapes; and to examine the
abiotic and biotic linkages between chemical, physical, and biological integrity, ecosystem
function, and ultimately - ecological integrity. Individual species, biological communities, and
the ecosystem as a whole respond to changes in physical integrity as they have co-evolved and
adapted to natural physical and hydrologic conditions in order to maximize benefits to
themselves and the ecosystem.
"Restoring the Great Lakes" means protecting, restoring, and enhancing the chemical, physical,
and biological integrity of the Great Lakes - and the natural processes, pathways, connections,
and landscapes that maintain them. The importance of physical integrity to the protection and
restoration efforts cannot be overemphasized. The overarching nature of physical integrity is
such that it is possible to achieve physical integrity without achieving chemical or biological
integrity, but it is much more difficult to achieve chemical or biological integrity without
achieving physical integrity. This new process-based paradigm represents an integrated and
balanced approach to restoration that links essential structural components of the ecosystem to
the natural processes and pathways that maintain them, and builds on much of the work that has
already been done in the Basin.
How do we incorporate this new paradigm and associated concepts of physical and ecological
integrity into the Great Lakes Water Quality Agreement?
Incorporating the concept of physical integrity into the Agreement will force a long-overdue re-
examination of our approach to Great Lakes restoration and will potentially reframe many of the
questions that we have been asking about the Great Lakes. Consideration of physical integrity
compels us to refocus our efforts towards protecting and restoring not only the structural
29

 
Scudder D. Mackey, Ph.D. - Physical Integrity of the Great Lakes
components of interest (i.e. specific species, habitat, or landscapes), but also the natural
processes and pathways that create and maintain them.
Moreover, in combination with the adoption of adaptive management strategies, protection and
restoration of natural processes, pathways, and landscapes will improve the resiliency and
regenerative capacity of the physical and biological systems to resist potential long-term natural
and anthropogenic stressors such as altered flow regimes and lake-level changes resulting from
continued growth and development, increased water withdrawals, potential diversions, and/or
effects of climate change. Achieving ecological integrity requires a "balanced" approach to
ecosystem protection and restoration - an approach that includes consideration of sustainable
natural processes, pathways, and landscapes as part of a comprehensive protection and
restoration strategy for the Great Lakes.
RECOMMENDATIONS
It is recommended that within the Agreement, we acknowledge the need for:
Chemical, Physical, and Biological Integrity in order to achieve Ecological Integrity
• Physical and Ecological resiliency and sustainability
Long-term planning and adaptive management
It is recommended that an overall
vision
of ecological integrity; definitions for chemical,
physical, biological, and ecological integrity; and a set of
guidin principles
designed to protect,
restore, and enhance the Basin's chemical, physical, and biological integrity be incorporated into
the Agreement. In addition to guiding principles,
a binational strateQV
needs to be implemented
to develop new protection and restoration
standards
that are based on a balanced approach
between assessing the status of fundamental structural components of the ecosystem and
protecting and restoring the
functional processes
that maintain them - standards that are designed
to protect, restore, and enhance the Great Lakes water quality and quantity, support natural
biodiversity and ecosystem function, and achieve ecological integrity.
Specific
Recommendations
1.
Define and incorporate definitions of chemical, physical, biological, and ecological integrity
into the Agreement.
2.
Develop and incorporate a vision and set of guiding principles for the Great Lakes protection
and restoration into the Agreement.
a.
Codify the principle that Chemical, Physical, and Biological integrity are essential to
the attainment of Ecological Integrity.
b.
Codify the Master Variable concept and acknowledge the importance of both
fundamental structural components and
functional processes
within the ecosystem.
c.
Codify the principle that sustainable waters and a sustainable ecosystem require
sustainable natural processes, pathways, and landscapes
- sustainable processes build
sustainable ecosystems.
30

 
Scudder D. Mackey, Ph.D. - Physical Integrity of the Great Lakes
3.
Develop and incorporate strategies to develop and implement new process-based standards
for protection and restoration of chemical, physical, biological, and ecological integrity of the
Great Lakes based on guiding principles.
4.
Develop and incorporate strategies to develop and implement new process-based
measurement, assessment, and monitoring protocols and tools.
5.
Develop and incorporate strategies to implement a conceptual framework to identify
opportunities for the ecosystem restoration and sustainability under the Agreement.
6.
Develop and incorporate strategies to implement restoration strategies that utilize the power
of natural processes to create, maintain, and restore the chemical, physical, biological, and
ecological integrity of the Great Lakes.
7.
Develop and incorporate strategies to implement adaptive management policies in
anticipation of long-term potential natural and anthropogenic stressors and impairments.
Achieving ecological integrity requires a "balanced" approach to ecosystem protection and
restoration - an approach that includes the consideration of sustainable natural processes,
pathways, and landscapes as part of a comprehensive protection and restoration strategy for the
Great Lakes.
31
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Scudder D. Mackey, Ph.D. - Physical Integrity of the Great Lakes
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35
T'1'-7-7fi-
__
-- - -
-
I

 
A
tt
a
chm
e
nt M2

 
DO I : 10.1007
/
s00267-004
-0141-7
Habitat Assessment of Non-Wadeable Rivers in
Michigan
JENNIFER G
.
O. WILHELM
J. DAVID ALLAN*
School of Natural Resources and Environment
University of Michigan
Ann Arbor, MI 48109, USA
KELLY J.
WESSELL
RICHARD W. MERRITT
Departments of Entomology and Fisheries and Wildlife,
Michigan State University
East Lansing, MI 48824, USA
KENNETH W
.
CUMMINS
California Cooperative Fisheries Unit
Department of Fisheries
Humboldt State University
Arcata, CA 95521, USA
ABSTRACT /
Habitat evaluation of wadeable streams based
on accepted protocols provides a rapid and widely used
adjunct to biological assessment
.
However
,
little
effort has
been devoted to habitat evaluation in non-wadeable rivers,
where it is likely that protocols will differ and field logistics will
be more challenging. We developed and tested a non-
wadeable habitat index
(
NWHI) for rivers of Michigan, where
non-wadeable rivers were defined as those of order >_5,
drainage area
>_
1600 km2
,
mainstem lengths
>_
100 km, and
mean annual discharge
>_
15 m3/s. This identified 22 candi-
date rivers that ranged in length from 103 to 825 km and in
drainage area from 1620 to 16,860 km2. We measured 171
individual habitat variables over 2-km reaches at 35
locations on 14 rivers during 2000-2002, where mean wetted
width was found to range from 32 to 185 m and mean thal-
weg depth from 0.8 to 8.3 m. We used correlation and
principal components analysis to reduce the number of
variables, and examined the spatial pattern of retained
variables to exclude any that appeared to reflect spatial
location rather than reach condition, resulting in 12 variables
to be considered in the habitat index. The proposed NWHI
included seven variables: riparian width, large woody deb-
ris,
aquatic vegetation, bottom deposition, bank stability,
thalweg substrate, and off-channel habitat. These variables
were included because of their statistical association with
independently derived measures of human disturbance in
the riparian zone and the catchment, and because they are
considered important in other habitat protocols or to the
ecology of large rivers. Five variables were excluded be-
cause they were primarily related to river size rather than
anthropogenic disturbance. This index correlated strongly
with indices of disturbance based on the riparian (adjusted
R2 = 0.62) and the catchment (adjusted R2 = 0.50), and
distinguished the 35 river reaches into the categories of poor
(2), fair (19), good (13), and excellent (1). Habitat variables
retained in the NWHI differ from several used in wadeable
streams, and place greater emphasis on known character-
istic features of larger rivers.
Large rivers include some of the most pristine lotic
systems in the world, as well as some of the most al-
tered. Although some large tropical and boreal rivers
have remained largely intact, the large rivers of devel-
oped regions have paid a heavy toll for their utility to
humankind (Hynes 1989, Arthington and Welcomme
1995). Large rivers are susceptible to cumulative im-
pacts from all upstream land-use activities, in addition
to direct impacts from dams, channelization, overhar-
vest, invasive species, and chemical and organic pollu-
KEY WORDS:
Riparian
;
Watershed
;
Habitat quality
;
Stream health
Published online August 17, 2005.
*Author to whom correspondence should be addressed;
email.
dallan@umich.edu
tion. Although the latter three factors can affect the
biota without damage to physical habitat, many human
activities associated with agricultural and urban devel-
opment and that change existing land-use patterns
have been linked to instream habitat degradation
(Richards and others 1996, Roth and others 1996,
Wang and others 1997).
Habitat assessment has become an important part of
the evaluation of ecological integrity (Muhar and
Jungwirth 1998) and is incorporated into many stream
evaluation protocols (e.g.,
Wright 1995, Barbour and
others 1999). These protocols help to detect human
influences and assess the potential of aquatic habitats to
support life and maintain ecological integrity (Karr and
Dudley 1981, Muhar and Jungwirth 1998). In essence,
poor physical habitat conditions lead to expectations
Environmental Management Vol. 36, No. 4, pp. 592-609
© 2005 Springer Science+Business Media, Inc.
I

 
J.
G. O. Wilhelm and others
593
for degraded biological quality, whereas good habitat
conditions should be reflected in high biodiversity,
barring other degradation (Plafkin and others 1989).
Existing methods and protocols for assessing physi-
cal
habitat quality are numerous
(
for reviews and
generalizations of existing protocols see Barbour and
others 1999, Fajen and Wehnes 1981
,
Rankin 1995,
Simonson and others 1994, MDNR 1991). However,
these efforts have been directed almost exclusively at
wadeable streams, and primarily at streams of medium
to high gradient (Wang and others 1998
).
Thus, they
prioritize habitats that are uncommon in low gradient
streams
(
Wang and others 1998) and consist of metrics
that are either ineffective in non-wadeable environ-
ments or infeasible to apply
(
Edsall and others 1997).
In general
,
large river ecology has been under-stud-
ied because of sampling difficulties related to river size,
power, and complexity (Johnson and others 1995).
However, the applicability of fundamental stream the-
ories such as the River Continuum Concept
(
Vannote
and others 1980
)
and the flood
-
pulse concept Qunk
and others 1989
)
to large rivers has received attention
(Minshall and others 1983, Sedell and others 1989,
Bayley
1995
),
and the relative importance of various
sources of allochthonous and autochthonous carbon is
becoming better understood (Thorp and Delong
1994
).
Habitats that are unique to large rivers or are of
increased importance
,
such as backwaters (Sheaffer and
Nickum
1986, Scott and Nielsen 1989
),
islands (Thorp
1992
),
woody snags
(
Lehtinen and others 1997), and
floodplains are increasingly being studied
(
Petts 1996,
Benke 2001
).
Thus, our understanding of large rivers as
ecosystems is advancing steadily.
The development of appropriate indicators to assess
the status of, and threats to, large river ecosystems is an
important
priority (
Schiemer 2000
).
Several indices of
biotic
integrity have
been developed in the past decade
for large river fishes
(
e.g., Simon and Emery 1995, Si-
mon and Sanders 1999, Lyons and others 2001).
However, habitat evaluation usually is limited or absent
from studies of non-wadeable reaches
(
e.g.,
Goldstein
and others 2000).
Recent attempts to develop methods for field sam-
pling of large rivers have taken several approaches.
Edsall and others
(
1997
)
introduced remote sensing
techniques to survey the physical habitat of large rivers
to be used in conjunction with other National Water-
Quality and
Assessment
(NAWQA
) methods, and
Gergel and others
(
2002
)
proposed relying on land-
scape indicators for larger systems. Recently, the U.S.
Environmental Protection
Agency (
EPA) (e.g., Flot-
emersch and others 2000
)
and the Environmental
Monitoring and Assessment Program (e.g., Lazorchak
and others 2000) have begun to address issues related
to large river sampling logistics and methodologies.
Kaufmann (2000) describes a physical habitat assess-
ment protocol for large rivers developed in the western
United States. However, these methods have not been
sufficiently tested for their applicability in different
regions.
Our primary objective was to develop a habitat
assessment protocol based on variables that best de-
scribed physical habitat variability of non-wadeable riv-
ers throughout the State of Michigan, discriminating
anthropogenic disturbance from natural variation. Be-
cause the quantification of physical habitat potentially
must consider a large number of disparate variables, we
sought to develop a systematic approach to variable
selection in which we first reduced the number of
redundant measures, then determined the habitat vari-
ables that best described habitat variation among study
reaches, and finally selected and weighted metrics for
inclusion based on their responsiveness to indepen-
dently measured gradients of disturbance in the sur-
rounding landscape.
However,
we also found it
necessary to include variables based on their perceived
importance to large river ecosystems. This non-wadeable
habitat index (NWHI) provides a concise evaluation of
the large rivers of Michigan that accords well with inde-
pendent assessments of disturbance in the landscape
surrounding a reach and, used in conjunction with
biological protocols (Wessell 2004), shows promise for
monitoring and assessment of non-wadeable rivers.
Methods
Defining Non-Wadeable Rivers
A non wadeable or large river can be defined as a
reach where the investigator cannot wade along its
length (Meador and others 1993) or from bank to
bank (Edsall and others 1997). However, the progres-
sion from small to large river is continuous, and even
the demarcation between wadeable and non-wadeable
is an indistinct boundary, because the status of a single
location can change between wet and dry months or
years. It is desirable to establish guidelines that can be
applied prior to visiting a site and used to define the
sampling universe of large rivers for a region. Large
rivers have been defined as those that exceed a drain-
age area of 1600 km2 (Ohio EPA 1989); an average
depth of 1 m (Stalnaker and others 1989); a width of 50
m (Simonson and others 1994); or a river order of six
or greater (Vannote and others 1980, Sheehan and
Rasmussen 1999). In contrast, Reash (1999) set a much
higher threshold by defining a large river as one with a
drainage area greater than 20,000 km2.
I

 
594
Habitat Index for Non-Wadeable Rivers
lui^arrxi
Figure 1
.
Location of rivers that met criteria
for non-wadeable designation (see Table 1).
Non-wadeable river segments are bolded.
Most approximations of river size are highly corre-
lated with one another (Leopold and others 1964);
however, each measure varies in ease of measurement
and accessibility of data. Identification of the non-
wadeable rivers of a region requires the selection of
one or more criteria, and also of a boundary that, on
average, defines a river reach that is non-wadeable
during the low flows when most sampling occurs. River
systems tend to be small in Michigan because of the
short distances from headwaters to river mouths at the
Great Lakes (Brown 1944). We define the non-wade-
able rivers of Michigan as those that equal or exceed a
river order of five, drainage area of 1600 km2, main-
stem length of 100 km, and mean annual discharge of
15 ms/s. We omitted the Detroit and St. Clair Rivers
from consideration because they are part of the chain
of Great Lakes and experience significant ship traffic,
and the Portage River and Canal because it is a ship
canal traversing Michigan's
Keewenaw Peninsula.
Using these initial criteria, we conservatively identified
22 rivers throughout Michigan that had non-wadeable
reaches (Figure 1, Table 1). A few additional rivers
might have been included had more complete data
been available.
Study Systems
We sampled reaches on 14 Michigan rivers within 11
major watersheds (we sampled three tributaries of the
Saginaw as well as its mainstem, accounting for the
you
Grwid
Alornapple
number discrepancy), ranging in size from the Saginaw
River (mainstem 825 km in length, drainage area
16,856 km 2) to the Tahquamenon (mainstem length
151 km, drainage area 2124 km2) and Huron Rivers
(mainstem length 116 km, drainage area 2388 km 2).
Six watersheds were in the Southern Lower Peninsula
(SLP), three in the Northern Lower Peninsula (NLP),
and two in the Upper Peninsula (UP) (Table 1),
thereby encompassing considerable range in climate,
vegetation, geology, and anthropogenic disturbances
(Albert 1995).
According to the classification of
Omernik (1976), the UP falls within the Northern
Lakes and Forest Ecoregion. The NLP includes the
Northern Lakes and Forest, North Central Hardwood
Forests, and the northern limit of the Southern Mich-
igan/Northern Indian Clay Plains. The SLP consists
mainly of the Southern Michigan/Northern Indian
Clay Plains and the Huron/Erie Lake Plain, with a
small section of the Eastern Corn Belt Plains. Strong
natural gradients in temperature (Wehrly and others
1998), surface vs. groundwater runoff (Wiley and
Seelbach 1997), and biological communities (Zorn and
others 2002) have been documented for Michigan's
rivers.
Current and historic land use also vary markedly
across the landscape of Michigan, with a noticeable
gradient of increasing anthropogenic influence from
north to south as reflected in the 11 major watersheds
(Table 2). Natural areas dominate the UP, with nearly
I

 
J.
G. O. Wilhelm and others
595
Table 1.
River size can be assessed using several measures including basin area, river length, discharge, and
order
River
Drainage area (km2)
Length (km)
MAD (m3/s)
Order
Region
Study reaches
Saginaw
16,856
825
190
7
SLP
2
Grand
14,359
769
107
6
SLP
7
Menominee
10,537
774
89
-
UP
2
St. Joseph
8112
492
103
-
SLP
2
Tittabawassee
6853
343
49
6
SLP
1
Muskegon
6762
335
58
5
NLP
4
Au Sable
5506
267
42
6
NLP
2
Manistee
5304
359
58
5
NLP
4
Kalamazoo
5084
257
42
5
SLP
4
Manistique
4250
314
40
-
UP
0
Cheboygan
3919
196
23
6
NLP
0
Flint
3737
161
21
5
SLP
0
Ontonagon
3434
248
39
-
UP
0
Thunder Bay
3297
201
26
6
NLP
0
Raisin
3090
190
21
5
SLP
2
Cass
2637
106
15
5
SLP
1
Shiawassee
2577
151
13
6
SLP
1
Maple
2461
80
8
5
SLP
0
Escanaba
2391
183
23
-
UP
0
Huron
2388
116
18
5
SLP
1
Tahquamenon
2124
151
26
-
UP
2
Sturgeon (Houghton Co.)
2093
174
23
-
UP
0
Pere Marquette
2051
191
20
<5
NLP
0
Clinton
2046
106
16
<5
SLP
0
Thornapple
1961
103
19
5
SLP
0
Black
1686
100
9
5
SLP
0
Michigamme
1621
154
20
-
UP
0
Ford
1225
179
11
UP
0
Paint-Brule
1191
92
17
-
UP
0
Rifle
1134
80
9
<5
NLP
0
Sturgeon (Dickinson Co.)
1041
137
5
-
UP
0
Big Cedar
1036
97
-
-
UP
0
Presque Isle
808
122
8
-
UP
0
Bolded values meet a minimum size requirement: basin area ?1600 km2; length ? 100 km; mean annual discharge (MAD) ?15 ms/s; order ?5.
Italicized rivers satisfy all definitions of `large'. A dash refers to missing data. River length and drainage area are from Brown (1944); MAD is
calculated from USGS gauge data; order is from Folsom and Winters (1970). SLY, Southern Lower Peninsula, NLP, Northern Lower Peninsula,
UP, Upper Peninsula.
90% of the land forested or covered by wetlands (Al-
bert 1995). Despite extensive logging in the late 19th
century, most of the NLP today (76%) is forested with
a mix of coniferous and deciduous trees, with less than
4% of the land urbanized and less than 11% agricul-
tural.
The SLP is the most heavily influenced by hu-
man activity, with less than 25% remaining as natural
land,
more than 8% urban, and nearly 57% agricul-
ture.
Differing geology throughout Michigan (Farrand
and Bell 1982) influences the contribution of surface
runoff or groundwater to rivers (Richards 1990). The
porous sand and gravel substrates of the sampled NLP
watersheds (61% outwash and ice contact, Table 3)
result in high rates of groundwater input to stream
channels. In contrast, the clays and silts of the lake
plain region near Michigan's thumb area produce high
rates of surface runoff. The Western UP is underlain by
resistant bedrock, also resulting in high surface runoff.
Reach Selection
We selected reaches that fell within river sections
that satisfied the non-wadeable criteria (Table 1),
provided access via a boat launch, and were not influ-
enced by a nearby dam. We included all geographic
regions of the state and attempted to identify reaches
encompassing a range of human disturbance within
each river sampled to ensure that the finished protocol
could detect differences attributed to degradation ra-
ther than to individual river characteristics or location
within the state. Because of the limited number of non-
wadeable rivers and the scarcity of river reaches meet-
I

 
596
Habitat Index for Non-Wadeable Rivers
Table 2.
Land use within 11 study watersheds grouped by region within Michigan
SLP
NLP
UP
(n = 6)
(n = 3)
(n = 2)
Urban
8.2
3.7
1.3
3.6-21.0
2.2-4.1
0.7-1.9
Agriculture
56.9
10.7
3.2
27.0-72.7
3.7-23.0
0.8-5.6
Rangeland
10.2
9.8
3.9
2.6-20.4
7.6-10.0
3.8-4.0
Forest
12.2
65.0
54.2
5.5-31.0
43.0-70.5
45.1-63.2
Wetland
12.7
12.4
35.4
8.2-22.7
10.9-16.2
22.5-48.4
Values are median and range of percent area
.
Data are from 1978 MIRIS land use
/
cover from the Michigan Rivers Inventory database
(
Seelbach
and Wiley 1997). SLP, Southern Lower Peninsula, NLP, Northern Lower Peninsula, UP, Upper Peninsula.
Table 3.
Surficial geology within 11 study watersheds grouped by region within Michigan
SLP
NLP
UP
(n = 6)
(n = 3)
(n = 2)
Moraines
47.4
32.8
43.9
33.0-69.8
18.3-44.4
26.8-61.0
Outwash and ice contact
19.2
60.8
12.5
11.1-64.1
46.2-72.1
7.5-17.5
Glacial lake deposits
29.3
5.6
13.4
1.9-39.6
4.7-9.0
2.1-24.8
Organic deposits
0.0
0.0
20.6
0-1.6
0-1.6
1.6-39.6
Lakes
0.4
0.4
0.5
0-1.3
0.4-2.2
0.4-0.6
Other
0.8
0.4
9.0
0-4.7
0.2-0.9
0.9-17.1
Values are median and range of percent
area
.
Surficial geology data were acquired from the MRI database (Seelbach and Wiley 1997, also Farrand
and Bell 1982). SLP, Southern Lower Peninsula, NLP, Northern Lower Peninsula, UP, Upper Peninsula.
ing these criteria, particularly in the southern LP, our
sampling includes representative reaches on more than
half of the rivers. Thirty-five reaches were visited during
summer low flow conditions in 2000, 2001, and 2002,
with nine reaches visited multiple times and one that
was sampled all 3 years. Thus, our data included 45
sampled reaches but only 35 unique reaches. The re-
peat visits were primarily used to determine consistency
of metrics in year-to-year comparisons (Wilhelm 2002).
A reach length of 2 km was chosen as a compromise
among suggestions found in the literature. Lazorchak
and others (2000) recommend a reach length equal to
100 times the wetted width. Because we recorded an
average width of 86 in for the 35 reaches sampled, this
criterion would specify a reach length of nearly 9 km,
which would require excessive effort. More importantly,
it is rarely possible to find reaches of this length that are
relatively homogeneous and not disrupted by hydrologic
control structures
.
NAWQA recommends
a minimum
reach length of 500 in and a maximum of 1000 in for
non wadeable sections (Meador and others 1993), which
maybe insufficient
to assess
habitat diversity. Areach of 2
km was logistically feasible to
sample in
1 day and, based
on preliminary surveys, appeared to capture much of the
natural
variation in habitat variables within the reach.
Habitat Measurements
Each 2-km reach included 11 transects at 200-m
intervals. Distance between transects was measured
using a laser rangefinder. Along both banks at each
transect, we established a littoral plot within the river
that was 20 in long x 10 in laterally, and an adjacent
riparian plot that also was 20 x 10 in. A total of 171
habitat variables were measured, estimated, or calcu-
lated (Wilhelm 2002), and subsequently grouped
within four major categories: a) geomorphology and
hydrology, b) substrate, c) instream cover, and d) bank

 
J.
G. O. Wilhelm and others
597
and riparian condition (Table 4).
Methods were
adapted from non-wadeable river pilot studies in Ore-
gon and the Mid-Atlantic Region (Kaufmann 2000),
and from other habitat protocols primarily designed
for streams and wadeable rivers (e.g., Simonson and
others 1994, Fitzpatrick and others 1998, Barbour and
others 1999, Kaufmann and others 1999). We calcu-
lated a sum, mean, frequency, or coefficient of varia-
tion value for each habitat variable for each reach.
At each transect, wetted width and bankfull channel
dimensions were measured using a laser rangefinder
accurate to 1 m. Within 20 x 10 m riparian plots, extent
of riparian vegetation was estimated on both banks for
canopy and understory layers, including percent cover
of trees with diameter at breast height > 0.3 m, small
trees, woody shrubs, and grasses. In addition, riparian
width was measured using a laser range finder and
converted to a proportion of 25 m, the maximum dis-
tance that reliable estimates could be made into dense
forest. On each bank we measured, noted, or estimated
the
angle,
dominant vegetation, erosion extent,
undercut distance if present, and bankfull height.
Human influence included any built surface, rip-
rap, pipes, trash, lawns, and agriculture and was con-
sidered within a 20 m band centered on each transect.
Influence was scored based on whether it occurred on
the bank, within 10 m, or beyond 10 m. We summed
the individual scores for a total visual disturbance
metric.
Instream cover for fish was recorded for macro-
phytes, large woody debris (LWD), overhanging vege-
tation, boulders, filamentous algae, artificial structures,
and undercut banks by estimating percent cover within
20 x 10 m littoral plots. For data analysis, we grouped
macrophytes and filamentous algae together into a
category called aquatic vegetation and everything but
artificial structures into a category called natural fish
cover.
Velocity, depth, and substrate were measured from
an anchored boat at a minimum of 7 points across each
transect. Velocity was measured at 0.6 m depth and to a
maximum depth of approximately 1.3 m from the
surface, limited by the length of the flow staff. Because
of boat movement, equipment limitations, and water
depth, the calculated discharge measures are approxi-
mate. Substrate was classified at each anchored point
by "feel" with a sounding pole (Kaufmann 2000) as
bedrock, boulder, cobble, coarse gravel, fine gravel,
sand or fines. The reliability of this method was con-
firmed by applying it to shallow areas where substrate
could be directly. observed, and by using a fiber-optic
viewer in deeper water. We grouped gravel and larger
into coarse substrate and sands and smaller into fine
substrate. Secchi depth was measured at mid-channel
and expressed as a proportion of 1.5 m depth, which
was the maximum depth of several of the smaller rivers
included.
In addition to transect measurements, longitudinal
sampling of depth and substrate using a sounding pole
was conducted at 40 m intervals along the thalweg of
the entire reach. Off-channel habitat, LWD, and drain
pipes entering the channel were tallied. LWD was tal-
lied in several size and length categories, but the final
analysis used only number of pieces more than 0.1 m in
diameter and 3 m in length.
Two composite indices based on visual habitat
assessment of wadeable streams, the Michigan Depart-
ment of Environmental Quality Procedure 51 (MDEQ)
(MDNR 1991) and the EPA's rapid bioassessment
protocol for low gradient streams (Barbour and others
1999), also were evaluated for each reach. The MDEQ
protocol includes nine metrics: substrate, embedded-
ness, velocity-to-depth variation, flow stability, bottom
deposition, the variety of pools-riffles-runs, bank sta-
bility, bank vegetation, and streamside cover. The EPA
protocol is similar. Slope and sinuosity were deter-
mined from USGS 1:24,000 topographic maps.
Catchment and Riparian Condition
To identify habitat variables that responded strongly
to human disturbance, we evaluated a total of 66
landscape-scale variables in order to assess the extent
of human disturbance associated with study reaches
independently of the habitat assessment. We obtained
1978 land use/cover data, including roads, from
MDNR, and dam and National Pollution Discharge
Elimination System (NPDES) permit data from the
Surface
Water Quality Division of MDEQ. From this
information we derived two indices, a Catchment Dis-
turbance Gradient (CDG) and a Riparian Disturbance
Gradient (RDG).
The CDG incorporated seven variables, including
agricultural land use within the buffer and the up-
stream catchment; urban land use within the buffer
and upstream catchment; and the density of dams,
NPDES permits, and roads for the upstream catchment
for each reach.
We first examined the proportional land use in ur-
ban, agricultural, and forested categories for the area
less than 100 m from the river, 100 to 500 m, and
greater than 500 m; for the 2-km reach length, a 10-km
segment, and the entire upstream corridor of all trib-
utaries. In addition, we determined land use for the
catchment upstream of the study reach, excluding the
500-m buffer (Wilhelm 2002). We retained measures at
the smallest buffer scale (100-m buffers for a 10-km
I

 
598
Habitat Index for Non-Wadeable Rivers
river segment) and largest scale (entire upstream
catchment) because these were weakly correlated
(agriculture) or uncorrelated (urban). Within a single
scale of measurement, urban, agricultural, and for-
ested land were generally highly correlated, and we
retained urban and agricultural measures because they
are different
anthropogenic disturbances.
NPDES
permit density and road density both were highly cor-
related with each other and with catchment urban
land. Dam density was uncorrelated with any of the
above measures. Although some redundancy remains
in the CDG, we elected to retain all variables because
they represent different types of anthropogenic dis-
turbance and have the potential to capture important
differences in human impact on individual river
reaches. Each metric was rated on a five-point scale
from 0 to 4 following Ladson and others (1999), by
identifying natural breaks using Jenks' optimization
(Jenks and Caspall 1971), and metrics were summed to
give a total score for the CDG. A low score indicates low
disturbance, whereas a high score is indicative of a
highly modified reach.
The RDG incorporated only two measures obtained
from aerial photographs: riparian width and number
of gaps in the riparian for a 2-km river reach. Georec-
tified
Digital
Orthophoto
Quadrangles from 1992
(black and white) and 1998 (color) were imported into
ArcView GIS(ESRI), and a centerline was digitized
along each reach. Using the Route Hatch ArcView
extension, nodes were systematically inserted at 100-m
intervals (21 total), and distance to the boundary of
forest or wetland vegetation was determined. Gaps
including road crossings and any break in the riparian
vegetation adjacent to the stream channel were coun-
ted and measured, as well as the number of side
channels, tributaries, bridges, and islands.
Statistical Analyses
We reduced the initial 171 habitat measures to a
more manageable number of variables using correla-
tion analysis (Spearman's rho) to identify redundant
variables within each of the four categories (geomor-
phology and hydrology, substrate, instream cover, and
bank and riparian condition). Highly correlated mea-
sures (r > 0.55 or r < -0.55, P < 0.05 in all cases, the
exact cutoff for each grouping differed) were con-
sidered similar or redundant and only one variable was
retained.
We discarded variables with highly skewed
distributions (Goldstein and others 2002) and retained
those that were simplest to measure and most con-
sistent in year-to-year comparisons.
Remaining variables were tested for normality using
a Shapiro-Wilk test and transformed as needed. We
used principal components analysis (PCA) on each
habitat grouping to further reduce the number of
variables and to identify those that best described the
main axes of habitat variation across reaches. We re-
tained axes with eigenvalues >1 and selected one vari-
able from each axis for subsequent analysis, typically
the variable with the highest absolute loading unless
other variables with similar loadings were easier to
measure, were known to have higher accuracy or pre-
cision,
or appeared conceptually preferable versus
other selected variables.
To aid in the selection and weighting of variables for
inclusion in the NWHI, we used multiple linear regres-
sion (MLR) analysis and inspected scatterplots relating
the CDG and RDG to habitat variables thatwere retained
subsequent to the PCA. Reaches were split into two
groups designated as `model' (18 reaches) and `test' (17
reaches). Care was taken that variation in geographic
location and reach condition was represented in each
group. We then used MLR to determine which habitat
variables from the model data responded to these two
disturbance measures, and evaluated regression models
with the remaining `test' dataset by comparing the ob-
served vs. estimated disturbance scores. The final NWHI
included variables identified by this approach and also
variables that were included based on their perceived
importance to large river ecosystems. We applied Jenks'
optimization (Jenks and Caspall 1971) to cumulative
frequency diagrams of each variable to define scoring
cutoffs for the final NWHI.
Results
Size Criteria for Non-Wadeable Rivers
Of the 35 reaches presumed to be non wadeable,
based on the criteria of Table 1, the majority met size
criteria proposed in the literature (Stalnaker and oth-
ers 1989, Simonson and others 1994, Ohio EPA 1989).
For all reaches, average depth ranged from 0.6 to 5.6
m, mean thalweg depth from 0.8 to 8.3 m, wetted width
from 32 to 183 m, and drainage area from 532 to
15,583 km2.
Identification of Key Habitat Variables
Elimination of variables on the basis of skewed dis-
tributions and redundancy as determined by correla-
tion analysis reduced the habitat data set from 171 to
31 variables (Table 4). Geomorphology and hydrology
variables were reduced from 38 to 13, substrate mea-
sures from 55 to 4, instream cover variables from 29 to
6, and bank and riparian condition metrics from 49 to
8. For details of the correlation analysis see Wilhelm
(2002).

 
J.
G. O. Wilhelm and others
599
Table 4.
Summary statistics for 31 habitat variables retained of 171 initial habitat variables
Variable
Transformation
Median
Minimum
Maximum
n
Geomorphology and hydrology
Discharge (m /s)
sgrt (x)
28.8
2.0
83.3
35
Velocity (m/s)
None
0.29
0.02
0.56
35
Location maximum velocity
None
0.16
0.06
0.34
35
Drainage area (km2)
In (x)
5048
532
15,583
35
Thalweg depth (m)
In (x)
2.0
0.8
8.3
35
Standard deviation thalweg depth (m)
In (x)
0.53
0.18
3.92
35
Maximum depth (m)
In (x)
2.4
1.0
8.1
35
Location maximum depth
None
0.21
0.07
0.35
35
Wetted width (m)
In (x)
76
32
183
35
Wetted width to depth ratio
In (x)
56
16
147
35
Bankfull height (m)
In (x)
0.6
0.1
2.3
35
Sinuosity
1/(x)
1.22
1.01
2.97
35
Slope (m/m)
In (x)
3.6E-04
7.2E-05
1.3E-03
35
Substrate
Coarse thalweg substrate (%)
None
35
0
100
33a
Fine substrate in shallows (%)
None
83
13
100
34a
Coarse substrate in shallows (%)
asin (sgrt (x))
13
0
78
34a
Bottom deposition (MDEQ 5)
None
11
2
15
35
Instream cover
LWD quantity (no. of pieces)
None
72
3
306
35
LWD volume (m3/piece)
None
0.25
0.03
0.65
35
Quantity of off-channel habitat (no.)
In (x+l)
2
0
10
35
Secchi depth (% of 1.5 m)
In (x+l)
25
3
65
35
Aquatic vegetation (% cover)
In (x+l)
10
0
59
35
Natural fish cover (% cover)
None
41
0
122
35
Bank and riparian condition
Riparian width
(m)
asin
(sgrt (x))
19
4
>25
35
Woody shrubs (% cover)
None
21
7
58
35
Bank angle (degrees)
None
51
16
78
35
Undercut
distance
(m)
None
0.4
0.0
0.9
33b
Riparian cover (% cover)
None
125
48
185
35
Human disturbance (score)
In (x+l)
3.9
0.0
11.7
35
Bank stability (MDEQ-7)
None
8.4
6.8
10.0
35
Bank vegetative stability (MDEQ8)
asin(sgrt (x))
8.1
2.8
10.0
35
aNo data taken from dredged river channels.
bData missing for two reaches.
Median
,
minimum, and maximum values are for untransformed values across all reaches
.
The transformation used in subsequent analyses is
shown.
MDEQ Michigan Department of Environmental Quality procedure 51; LWD, large woody debris.
PCA applied to each habitat subgrouping identified
12 core habitat variables that best explained habitat
variability among the 35 study reaches (Table 5). The
first four axes from the PCA of the geomorphology and
hydrology group explained 75% of the variation among
reaches. Thalweg depth, wetted width-to-depth ratio,
discharge, and slope were selected for further analysis
based on high variable loadings on axes one, two,
three, and four respectively, as well as their ease of
measurement and interpretation. Axis five did not have
any highly loaded variables and explained less than 9%
of the remaining variation; therefore, no variable was
retained despite an eigenvalue of 1.12.
For substrate, the first two axes of the PCA ex-
plained 79% of the variation among reaches (Table 5).
Visually assessed bottom deposition (MDEQ metric 5)
was selected over percent fine substrate on the first
axis, and coarse thalweg substrate was retained over
coarse shallow substrate on axis two, despite slightly
lower loadings, because of their ease of measurement.
The first three axes of the instream cover PCA ex-
plained more than 73% of the variation among reaches
(Table 5). Aquatic vegetation, quantity of LWD, and
off-channel habitat were selected due to their high
loadings on the first three axes.
The first three axes of the bank and riparian con-
dition PCA explained more than 77% of the variation
among reaches (Table 5). Three measures were heavily
loaded on axis one, including the composite visual
disturbance metric, riparian width, and bank vegetative
I

 
600
Habitat Index for Non-Wadeable Rivers
Table 5.
Twelve variables were retained from principal components (PC) analysis of the model data for each
habitat variable grouping
Cumulative variance
Variable grouping
PCl
PC2
PC3
PC4
explained (%)
Geomorphology and hydrology
Variable selected
Thalweg depth
Wetted width-
Discharge
Slope
to-depth ratio
Variance explained by axis
28.6
21.8
15.3
9.3
74.9
Substrate
Variable selected
Bottom deposition
Coarse thalweg
substrate
Variance explained by axis
46.8
32.6
79.4
Instream cover
Variable selected
Aquatic vegetation
Quantity LWD
Off-channel
habitat
Variance explained by axis
29.5
25.7
17.4
72.6
Bank and riparian condition
Variable selected
Riparian width
Bank stability
Bank angle
Variance explained by axis
34.2
26.8
16.3
77.4
One high-loading variable was selected to represent each component based on an eigenvalue A.
LWD, large woody debris.
stability (MDEQ metric 8). Riparian width was selected
since it is easily obtained on-site compared to the cal-
culations required to obtain the visual human impact
metric, and is more quantitative than the MDEQ met-
ric. In addition, riparian width yields a measurement
that is easily understood, whereas the visual distur-
bance value is only useful relative to other reaches.
Visually assessed bank stability (MDEQ metric 7) was
selected for its high loading on axis two over other
measures of riparian composition that seemed con-
ceptually redundant with riparian width. Bank angle
had high loadings on axis three and was therefore se-
lected.
Habitat variables could have high PCA loadings be-
cause they distinguish reaches based on location (e.g.,
within a region or a particular river) rather than on
habitat quality
and human disturbance. Because
inspection of scatterplots of PCA 1 vs. PCA 2 for each of
the four habitat groups revealed minimal spatial pattern
for the identified variables (Figure 2), the habitat vari-
ation within our data set appears to reflect site quality
rather than spatial location. Although instream cover
exhibited some tendency towards spatial separation
between NLP and SLP reaches, reaches within rivers did
not cluster, and the latitudinal gradient was judged to
be influenced more by human disturbance than by a
natural gradient. Thus, all 12 variables were retained for
evaluation against the disturbance gradients.
Anthropogenic Disturbance Gradients
The extent of anthropogenic disturbance associated
with reaches differed markedly based on the two indi-
ces, with the CDG ranging from 0 to 14 out of a pos-
sible 28 points and the RDG ranging from 0 to 8 out of
a possible 8 points. The CDG and RDG were signifi-
cantly correlated (r = 0.66, P < 0.001), despite being
derived at different spatial scales and from different
data sources.
The CDG (F2,32 = 46.8, P < 0.0001) and the RDG
(F2,32 = 5.77, P = 0.007) both differed significantly by
location (Figure 3). Using Tukey's method for paired
comparisons, significant differences were found in the
CDG between the SLP and the NLP (P < 0.0001) and
the SLP and UP (P< 0.0001), and in the RDG between
the SLP and the UP (P= 0.0007). UP reaches were
scored as markedly less disturbed by both indices, and
differences between the NLP and SLP were more
pronounced using the CDG vs. the RDG. In addition, 3
of the 11 rivers had study reaches that encompassed
the full range of RDG scores, which was not the case
with the CDG. For these reasons, it appears that the
RDG may be a more appropriate indicator of anthro-
pogenic disturbance to rivers than the CDG, because it
is less strongly location dependent.
Selection of NWHI Variables
To evaluate the responsiveness of habitat variables
to
anthropogenic disturbance,
we examined the
strength of statistical associations of the 12 remaining
habitat variables with the independently derived CDG
and RDG for the 18 model reaches using MLR (Ta-
ble 6). For the CDG, stepwise backward regression re-
sulted in a significant model (P < 0.001) with an
adjusted
R2 of 0.78. Retained variables included
I

 
J.
G. O. Wilhelm and others
601
14
12.1
2-
0 -i
Geomorphology and hydrology
NLP
SLP
SOblstrate
Principal Components Axis
'6
1
T
Z
UP
2
0
LP
quantity of LWD, aquatic vegetation, and riparian
width.
However, the model's predictive power was
found to be modest when used to estimate the CDG
from habitat data at test sites, resulting in an adjusted
R2 of 0.34 between predicted and observed CDG. This
model consistently overpredicted the disturbance gra-
dient, especially at the least disturbed reaches. The
Figure 2
.
Spatial relationships
among river reaches for each of the
four groups of habitat variables.
SLP, open symbols; NLP, closed
symbols; UP, gray-tone symbols. Au
Sable (
E), Manistee (0),
Muskegon (A), Grand (
q
), Huron
(p), Kalamazoo (p), Raisin (O),
Saginaw (0), St. Joseph (A),
Menominee (), Tahquamenon
(o). Some spatial dependency is
evident for instream cover
variables. Reaches within rivers
show little tendency to cluster,
suggesting that habitat metrics
reflect reach quality rather than
river or region.
Figure 3
.
Catchment (left) and
riparian (right) disturbance
gradients depicted for three
regions of Michigan to investigate
north-south anthropogenic
gradient. SLP, southern Lower
Peninsula; NLP, northern Lower
E^]
Peninsula; UP, Upper Peninsula.
Median, quartiles, maximum and
SLP
IIP
minimum values are displayed.
estimated disturbance scores ranged from 5.6 to 12.4
compared to the observed disturbance scores from 0 to
13.
For the RDG, backward stepwise regression retained
only one variable, riparian width, with an adjusted R2 of
0.75 (Table 6). Using this model with the test data re-
sulted in a relatively good fit of observed versus pre-
I

 
602
Habitat
Index for Non-Wadeable Rivers
Table 6.
Backward stepwise multiple linear regression using the model data identified habitat variables that
were the best predictors of the disturbance gradients
Dependent variable
Adj. R2
P-value
Xt
CDG
0.78
RDG
0.75
X2
X3
O/E
O/E
Adj. R2
Rvalue
<0.001
Quantity LWD
Aquatic Vegetation
Riparian Width
0.34
<0.008
<0.001
Riparian Width
0.73
<0.001
Expected values (E) for both disturbance gradients were estimated using habitat information from test reaches, and compared to observed values
(O) of the two disturbance gradients. Three habitat variables selected by stepwise models appear to be the strongest indicators of human
disturbance.
CDG, catchment disturbance gradient; RDG, riparian disturbance gradient; LWD, large woody debris.
dicted RDG values, explaining 73% of the variation.
This
model also tended to consistently overpredict
disturbance for the most natural reaches, although not
as markedly as the CDG model. The estimated distur-
bance scores ranged from 1.4 to 6.8, compared to the
observed score range from 0 to 8.
A strong relationship between aerial photo mea-
sures of riparian width (included in the RDG) and the
river habitat riparian
metric is expected, and could
`mask' other river habitat variables that might otherwise
be implicated. Repeating the regression with riparian
width excluded resulted in a model that retained off-
channel habitat, bottom deposition, quantity of LWD,
and thalweg substrate (adjusted R2 = 0.35). Although
this analysis suggests additional variables for inclusion
in the habitat index, the predictive ability of this model
when applied to the test data was poor (adjusted
R2 = 0.02).
Constructing the NWHI
Based on the two disturbance gradients, riparian
width, LWD, and aquatic vegetation are particularly
important components of habitat quality in these non-
wadeable rivers. Bivariate scatter plots further illustrate
their relationships with the disturbance gradients (P <
0.05; Figure 4), and suggest that bottom deposition
also should be included. These four variables are useful
in developing an index that can distinguish reaches
with poor vs. good habitat, using the disturbance gra-
dients as the measure of `poor' and `good.'
Although the remaining eight variables were not
selected in the CDG and RDG models, three can be
justified for inclusion in the final index based on per-
ceived importance. Bank stability and substrate size are
important measures of habitat frequently included in
assessment protocols. Substrate composition provides
microhabitat for fishes (Mebane 2001) and influences
macroinvertebrate (Beisel and others 2000) and
freshwater mussel (Lewis and Riebel 1984) distribution
and abundance. Large, stable substrate is generally
considered more favorable for epifaunal colonization
and fish cover (Barbour and others 1999). Stable banks
provide cover and reduce nutrient and sediment in-
puts to the stream, which can be detrimental to the
biota (Stevenson and Mills 1999). In large rivers, off-
channel habitat may play a role of increased impor-
tance as biological hotspots (Reash 1999), places of
refugia during disturbance events, regions of nutrient
enrichment, and spawning or nursery areas (Sheaffer
and Nickum 1986, Scott and Nielsen 1989). Therefore,
despite the lack of strong relationships with the dis-
turbance gradients, off-channel habitat, bank stability,
and thalweg substrate were included in the final habi-
tat index. This decision receives further support from
the finding that off-channel habitat and thalweg sub-
strate (as well as bottom deposition) were included in
the RDG regression that excluded the field riparian
metric.
The five remaining variables identified as important
in describing habitat variability (discharge, thalweg
depth, slope, width-to-depth ratio, and bank angle) are
not easily associated with a scale of anthropogenic
disturbance, and several are strongly associated with
river size.
Discharge, thalweg depth, width-to-depth
ratio, and slope may be helpful in determining bio-
logical or habitat expectations for a given reach, but
not in determining reach quality.
We recommend
measuring thalweg depth, as opposed to discharge, as a
surrogate for river size; slope to define expectations for
habitat features; and width-to-depth ratio to charac-
terize the general channel shape. However, we do not
assign a corresponding quality scale nor include these
in the NWHI.
Bank angle was the final variable that was not cor-
related with the disturbance indices and appeared to
provide little information about habitat quality. Be-
cause of difficulties in measuring bank angle, and its
conceptual redundancy with the selected MDEQ bank
stability
metric, no bank angle measurement was in-
cluded in the final habitat index.
In summary, riparian width, LWD, aquatic vegeta-
tion, thalweg substrate, bottom deposition, off-channel
I

 
J.
G. O. Wilhelm and others
603
25
• •
5-
'
Adj
.
RZ = 0.46
0
0246
8
10
12
14
CDG
300
250
200
150
100
50
0
60
50
40
30
20
10
0
100
75
50
25
0
Adj. W = 0.21
q
_ •
_
a 50
9
100
2 4 6 8 10
12
14
CDG
• •
Adj. RZ = 0.23
11
Adi. W = 0.64
U i--r--r--i
300
A 250
a 200
-
150
-
01
60
50
40
30
204
• ^:^ " 101
H
Adj. R2 = 0.12
Z
2345678
RDG
Adj. RZ = 0.23
H
considered for inclusion in the
non-wadeable habitat index
were significantly correlated
with either the Catchment
Disturbance Gradient (CDG)
or the Riparian Disturbance
Gradient (RDG) (P<0.05).
Appropriate transformations to
meet the normality assumption
were performed (see Table 4),
however, untransformed data
are displayed here. Trend lines
represent linear regressions.
'__ i i t ^• a 0-?
2
4 6 8 10 12
14
0 1
2
CDG
02468101214
CDG
habitat, and bank stability are the seven habitat vari-
ables evaluated in the habitat index to determine
habitat quality at a given reach (Table 7). Due to their
selection in regression models, woody debris, aquatic
vegetation, and riparian width were given the highest
weight. Riparian width was scored on a 25-point scale
due to its relation with both disturbance gradients,
whereas LWD and aquatic vegetation were scored on a
20-point scale. This weighting also agreed with field
observations: reaches with abundant wood, established
macrophytes, and an intact, natural riparian buffer
consistently appeared to have extensive high-quality
river habitat compared to other reaches. Bottom
deposition, thalweg substrate, and bank stability were
given an intermediate weight and were scored on a 10-
point scale. Off-channel habitat was given the lowest
weight and was scored on a 5-point scale. This variable
was the weakest measure in the instream cover group-
ing based
on the PCA.
Habitat Quality of Michigan Rivers
The 35 non-wadeable river reaches sampled dur-
ing 2000-2002 ranged in NWHI scores from 25
points for an urban reach of the Grand River to 85
points for a forested reach on the Manistee River,
out of a possible 100 points (Figure 5). By summing
across the seven metrics, we established criteria for
reaches that are excellent (84-100), good (56-84),
fair (28-56), and poor (0-28). Of the 35 evaluated
reaches, 1 was ranked excellent, 13 were good, 19
were fair, and 3 ranked as poor. The mean score was
just under 52 and the median score was 50, both of
which fell in the fair category for overall habitat
quality.
Figure 4
.
Several variables
I

 
604
Habitat Index for
Non-Wadeable Rivers
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NWHI scores were highly correlated with both the
EPA and MDEQ visual assessment scores (P < 0.001),
despite the inclusion of several different measures of
habitat quality in the latter indices. NWHI scores were
also significantly correlated with disturbance gradient
scores (P< 0.001; Figure 6). The spatial distribution of
NWHI scores suggests that
they
were not strongly
location dependent (Figure 5). The Manistee and
Grand Rivers both had reaches covering at least three
of the four categories of poor to excellent.
NWHI scores were calculated for the three regional
groupings and were significantly different (F2,32,
P= 0.003). In general, reaches in the SLP had the
lowest mean score (44), UP reaches had intermediate
scores (61), and the NLP reaches had the highest
scores (63).
Discussion
Habitat lies at the interface between the forces
structuring rivers and the organisms that inhabit
them (Harper and Everard 1998), thereby providing
a link between the physical environment and its
residents (Maddock 1999).
Habitat condition has
been shown to influence species composition, diver-
sity,
abundance, and productivity within a river seg-
ment (Gorman and Karr 1978, Harper and Everard
1998).
Habitat degradation has resulted in extinc-
tions, local extirpations, reduced populations, and
other modifications of aquatic fauna throughout the
United States (Karr 1991) and is recognized as one
of the most important causes of the decline of bio-
diversity in fluvial ecosystems (Allan and Flecker
1993).
However, habitat evaluation of large rivers is
hampered by the absence of a standard protocol that
addresses their logistical challenges and specific
habitat features.
Because large rivers are the ultimate sinks of pollu-
tion and cumulative landscape effects, it may be
appropriate to use large rivers to monitor the ecologi-
cal health of the whole drainage basin (Hynes 1989).
Indeed, it is becoming accepted that, if a stream is
assessed as unhealthy, then the catchment also is un-
healthy (Norris and Thorns 1999).
The weighting of metrics included in the NWHI
reflects the strength of statistical association of each
with independent measures of anthropogenic distur-
bance, as well as knowledge of the ecological role of
the variables represented. A high weighting for natural
riparian areas is expected because of their dynamic
interaction with lowland, floodplain rivers (Vannote
and others 1980) and their essential roles in nutrient
and sediment retention, as sources of wood and leaf
I

 
J.
G. O. Wilhelm and others
605
Figure 5
.
Spatial distribution of assessed
habitat quality for 35 non-wadeable reaches on
rivers of Michigan. Reaches ranked "good"
occurred throughout the state, and reaches on
a single river received as many as three
different rankings, suggesting that the non-
wadeable habitat index evaluates reach quality
regardless of location.
0
2
4 6 8 10 12 14
CDG
debris, and in bank stabilization and providing over-
hanging cover (Gregory and others 1991).
It is not surprising that riparian width recorded from
the river channel was strongly implicated in regressions
with both the CDG and RDG, because the disturbance
metrics also included information on the riparian zone.
Although the RDG evaluated riparian vegetation at a
larger scale (10 km in length, to the lateral extent of
forest or wetland) than the field riparian metric, their
high correlation suggests that these are in fact two
measures of local-scale riparian condition, perhaps
most useful in establishing that riparian condition var-
ies
more on the local scale than does catchment con-
dition. The fact that unique reaches along the same
river differed in total habitat quality is a strong indicator
that the local riparian area is an important influencing
force and that natural buffers do protect the river from
larger-scale human impacts. These findings support the
view that variation in local, reach-scale riparian condi-
tions influences habitat quality of non-wadeable rivers,
and presumably the biota as well.
Figure 6
.
Correlations between non-wadeable
habitat index (NWHI) and disturbance
gradient scores were highly significant (r <
-0.75, P< 0.001). CDG, Catchment
Disturbance Gradient; RDG, Riparian
Disturbance Gradient.
The NWHI also gives significant weight to aquatic
vegetation and woody debris. Macrophytes and LWD
are important components of instream habitat struc-
ture, loss of which may significantly reduce fish popu-
lations and biodiversity. In the rivers sampled, they
were frequently the primary stable substrates and were
important in contributing to localized areas of
hydraulic diversity.
Inclusion of bottom deposition, bank stability,
thalweg substrate, and off-channel habitat is justified
based on ecological understanding of their impor-
tance, and to some extent by statistical findings, al-
though these variables were less strongly implicated.
Thus, their inclusion with lower weighting appears
appropriate.
The two wadeable habitat protocols (MDEQ and
EPA) were highly correlated with the NWHI. Al-
though this might suggest that existing, wadeable
stream indices can be used in larger rivers, we be-
lieve that the NWHI is an improvement over these.
First, the NWHI includes some metrics and excludes
I

 
606
Habitat Index for Non-Wadeable Rivers
others in accordance with basic knowledge of small
streams versus larger rivers. Several variables com-
monly used in wadeable indices are notably absent,
including pool variability, channel flow status, and
sinuosity, either because they were not applicable to
large river systems or showed little variation in rivers
throughout Michigan. Although the relative change
in width and habitat with flow can be considerable in
small rivers, where extreme low flows can be espe-
cially damaging (Jowett 1997), larger rivers in Mich-
igan usually have ample flows and the appearance of
adequate wetted habitat. Similarly, wadeable proto-
cols tend to estimate habitat representation of deep
and shallow pools, runs, and riffles. The primary
geomorphic units in large rivers are bends and
crossover regions instead of pools, riffles, and runs
(Leopold and others 1964, Fitzpatrick and others
1998). Run or glide was the overwhelmingly domi-
nant habitat type in the rivers sampled and therefore
always scored in the poor or fair categories. In
addition, our NWHI included off-channel habitats,
which are recognized as biologically rich locations
within large rivers (Stalnaker and others 1989, Reash
1999), and are not normally considered in traditional
wadeable habitat protocols. It may be desirable to
expand this metric to assess various forms of channel
and hydraulic complexity by considering backwater,
off-channel, tributary and island habitats, which ex-
hibit extensive variation in large floodplain rivers
(Kellerhals and Church 1989).
Second, the wadeable protocols grouped all the
reaches together in the fair and good categories. The
EPA method scored no reaches as `poor,' whereas the
MDEQ protocol scored no reaches in the `excellent' or
`poor' range. In contrast, the distribution of scores for
the NWHI (Figure 5) included all categories from poor
to excellent with the majority of reaches scored as fair,
compared to the good rating received by most reaches
using the visual methods for wadeable streams.
Finally, the NWHI involved many quantitative met-
rics rather than visually estimated measures and was
developed using statistical procedures and objective
criteria as
much as possible to avoid personal bias,
subjectivity, and constraints of knowledge (Boulton
1999).
We used the CDG and RDG as criteria to identify
habitat variables that were sensitive to anthropogenic
impacts based on the view that catchment and/or
riparian character influences the river (Allan and
Johnson 1997). An alternative approach would be to
use biological data to select habitat variables that pre-
dict, for example, best conditions for fish (Wang and
others 1998). Such data were unavailable for this study,
although a comparison between the NWHI and macr-
oinvertebrate indices is forthcoming (Wessell 2004).
We believe our approach is warranted as a test of the
hypothesis that altered land use directly impacts habi-
tat, which in turn influences the biota; and because it
allows the subsequent comparisons of habitat and
biological
metrics to use independently derived met-
rics.
Ideally, the final index would be calibrated against
existing reference reaches to define best attainable
habitat conditions. However, because of extensive log-
ging throughout the state in the late 1800s, in addition
to current agricultural practices, urban development,
pollution, and hydrological modification due to dams
and channelization, few river reaches can truly be
considered natural or unmodified. Therefore, there
are relatively few large rivers in Michigan from which to
derive comparisons, a general concern in referencing
large rivers (Norris and Thorns 1999). Without a suf-
ficient number of unimpacted reaches from which to
draw baseline comparisons, the cumulative dataset was
used to derive variations in attainable conditions (Si-
mon 1991). This resulted in a relative scale of habitat
quality ranging from poor to excellent, whereas com-
parison to presettlement conditions might indicate
that few of Southern Michigan's larger rivers can be
regarded as healthy. Although the final habitat index
has not yet been tested extensively for its relevance to
the biological potential of a river, it provides an ade-
quate index of overall reach quality, which accords well
with riparian conditions derived from aerial photo-
graphs and reach-based professional judgment.
The NWHI developed in this study appears to be a
valid tool for assessing habitat quality in Michigan riv-
ers. It likely would be applicable to adjacent states and
provinces, especially within the Upper Midwest where
rivers are of similar size and gradient. However, its
applicability to rivers of other regions, and/or larger
size, is unknown. There are approximately 5000 rivers
of fifth through seventh order in North America, and
only 50 of eighth through tenth order (Leopold and
others 1964). Thus, the vast majority of non-wadeable
rivers are similar in size to those included in this study,
and the largest rivers are a class to themselves. Future
efforts to improve habitat assessment of non-wadeable
rivers should address several issues: the extent of re-
gional modification that is needed for the index to be
effective, how metric inclusion and weighting may re-
quire
modification for much larger rivers, and the
ability of the NWHI to predict biological condition.
Regardless, we believe that the transparent and rigor-
ous process of metric selection and index development
described here can be applied widely.
I

 
J.
G. O. Wilhelm and others
607
Acknowledgments
We thank Michael Alexander for assistance with
project logistics, and the Michigan Department of
Environmental Quality for funding. Faith Fitzpatrick,
David Galat, Phil Kaufman, Lizhu Wang, and Troy
Zorn
provided
constructive
comments on the
manuscript. Field and computer assistance was pro-
vided by James Roberts, Ron Dolen, Sarah McRae,
Dana Infante, Todd White, Janelle Francis, Mike Mu-
eller, Ben Opdyke, and Liza Liversedge.
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A
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ac
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Metropolitan
Water Reclamation District of Greater
Chicago
RESEARCH AND DEV
ELOPMENT
DEPARTMENT
REPORT NO. 98-10
A STUDY OF THE FISHERIES RESOURCES AND
WATER QUALITY IN THE CHICAGO WATERWAY SYSTEM
1974 THROUGH 1996
S.G.
Dennison
S.J. Sedita
P. Tata
D. R. Zenz
C. Lue-King
June 1998
i

 
Metropolitan
Water Reclamation District of Greater Chicago
A STUDY OF THE
FISHERIES RESOURCES AND WATER QUALITY IN THE
CHICAGO WATERWAY SYSTEM
1974 THROUGH 1996
by
Samuel G. Dennison
Biologist II
Salvador J. Sedita
Coordinator of Research
Prakasam Tata
Research and Technical Services Manager
David R. Zenz
Research and Technical Services Manager
(Retired)
Cecil Lue-Ring
Director of Research and Development
Research and Development Department
June 1998
I

 
IF-
-- -- - -- -- -
I

 
TABLE OF CONTENTS
page
LIST OF TABLES
ii
LIST OF FIGURES
v
ACKNOWLEDGMENTS
vii
DISCLAIMER
viii
SUMMARY AND CONCLUSIONS
ix
INTRODUCTION
1
Cessation of Effluent Chlorination
5
Tunnel and Reservoir Plan (TARP)
5
Sidestream Elevated Pool Aeration Stations (SEPA)
6
MATERIALS AND METHODS
7
RESULTS
9
North Shore Channel
20
North Branch of the Chicago River
20
Chicago River
23
Chicago.Sanitary and Ship Canal
23
Calumet River
26
Little Calumet River
26
Cal-Sag Channel
29
SEPA Stations
31
DISCUSSION
33
REFERENCES
35
APPENDIX
Number of Fish Collected from Each Station in
AI-1
the Chicago Waterway System from 1974 through
1996
i
I

 
LIST OF TABLES
Table
No.
Page
1
Fish Collected from the Deep Draft Canals
10
of the Chicago Waterway System 1974 through
1996
AI-1
Number of Fish Collected from Station 1 at
AI-1
Sheridan Road
(
River Mile 341.2) on the
North Shore Channel from 1974 through 1996
AI-2
Number of Fish Collected from Station 2 at
AI-2
Dempster Street
(
River Mile 338.2
)
on.
the
North Shore Channel from 1975 through 1996
AI-3
Number of Fish Collected from Station 3 at
AI-3
Touhy
Avenue
(
River
Mile 336.1) on the
North Shore Channel from 1974 through 1996
AI-4
Number of Fish Collected from Station 4 at
AI-4
Peterson Avenue
(
River Mile 334.6) on the
North Shore Channel from 1974 through 1996
AI-5
Number of Fish Collected from Station 5 at
AI-5
Wilson Avenue
(
River
Mile 332.7) on the
North
Branch Chicago
River
from
1975
through 1996
AI-6
Number of Fish Collected from Station 6 at
AI-6
Grand
Avenue
(
River Mile 326.0) on the
North Branch
Chicago
River
from
1975
through 1996
AI-7
Number of Fish Collected from Station 7 at
AI-7
Damen
Avenue (River Mile 321.1) on the Chi-
cago Sanitary
and Ship Canal from 1975
through 1996
AI-8
Number of Fish Collected from Station 8 at
AI-8
Cicero Avenue
(
River Mile 317.3) on the
Chicago Sanitary and Ship Canal from 1974
through 1996
AI-9
Number of Fish Collected from Station 9 at
AI-9
Harlem Avenue
(
River Mile 314.0
)
on the Chi-
cago Sanitary and Ship Canal from 1974
through 1996
ii
I

 
LIST OF TABLES
Table
No.
P3}t:
AI-10
Number of Fish Collected
.
from Station 10 at
Willow Springs Road
.(
River Mile 307.9) on
the
Chicago Sanitary and Ship Canal from
AI-10
1974 through 1996
AI-11
Number of Fish Collected from Station 11 at
16th Street
,
Lockport
(
River Mile 292.1) on
the.
Chicago Sanitary and Ship Canal from
AI-11
1975 through 1996
AI-12
Number of Fish Collected from Station 12 at
AI-12
130th Street
(
River Mile 327.0
)
on the Calu-
met River from 1976 through 1996
AI-13
Number of Fish Collected from Station 13 at
O'Brien Lock and Dam
(
River Mile 326.2) on
the Calumet River from 1974 through 1996
AI-13
AI-14
Number of Fish Collected from Station 14 at
AI-14
Route I-94
(
River Mile 324.7
)
on the Little
Calumet River from-1975 through 1996
AI-15
Number of Fish Collected from Station 15 at
Halsted Street
(
River Mile 320.1) on the
Little Calumet River from 1974 through 1996
AI-15
AI-16
Number of Fish Collected from Station 16 at
AI-16
Cicero Avenue
(
River Mile 314
.
9) on the Cal
Sag Channel from 1974 through-1996
AI-17
Number of Fish Collected from Station 17 at
AI-17
Route 83
(
River
"
Mile 304
.
2)
on the Cal-Sag
Channel from 1975 through 1996
AI-18
Number of Fish Collected from Station 18 at
the Inner Harbor
(
River Mile 327.0) on the
Chicago River from 1975 through 1996
AI-18
AI-19
Number of Fish Collected from Station 19 at
AI-19
the Loop
(
River Mile 326.0) on the Chicago
River from 1980 through 1996
iii

 
LIST OF TABLES
Table
-
N
o -
paga
AI-20
Number of Fish Collected from Station 20 at
AI-20
the NBCR
/
SBCR Junction (River Mile 325.5)
on the Chicago River from 1976 through 1996
iv

 
LIST OF FIGURES
Figure
Nn
aaP
1
Location of Sampling Stations for Fish in.the
2
Metropolitan Chicago
.
Waterway System
2
Number of Fish Species and Number of Fish Per*
15
Sample Downstream from the North Side Water
Reclamation
Plant
Effluent
Outfall
1974
through 1996
Average Number of Fish Species Collected Per
17
Sample and Weight and Number of Fish in Total
Catch Per 30 Minutes Electrofishing Down-
stream from the North Side, Stickney and
Calumet WRP Effluent Outfalls
4
Water Quality as Determined by the Bluegill
19
Toxicity Index and Stream Quality as Deter-
mined by the Index of Biotic Integrity Down-
stream from the North Side, Stickney, and
Calumet WRP Effluent Outfalls
5
Abundance and Species Composition of North
21
Shore Channel Fish with Changes in Water and
Stream Quality 1974 through 1996
6
Abundance and Species Composition of North
22
Branch Chicago River Fish with Changes in Wa-
ter and Stream Quality 1975 through 1996
7
Abundance and Species Composition of Chicago
24
9
River Fish with Changes in Water and Stream
Quality 1975 through 1996
Abundance and Species Composition of Chicago
25
Sanitary and Ship Canal Fish with Changes in
Water and Stream Quality 1974 through 1996
Abundance and Species Composition of Calumet
27
River Fish with Changes in Water and Stream
Quality 1974 through 1996
10
Abundance and Species Composition of Little
28
Calumet River Fish with Changes in Water and
Stream Quality 1974 through 1996
v
I

 
LIST OF FIGURES
Figure
No,
P3^e
11
Abundance and Species Composition of Cal-Sag
30
Channel Fish with Changes in Water and Stream
Quality 1974 through 1996
12
Fish in the Waterways at the Sidestream Ele-
32
vated Pool Aeration Stations 1995 through
1996
vi

 
ACKNOWLEDGMENTS
The authors wish to thank the laboratory personnel, past
and present
,
who assisted with the collection and analyses of
samples and with the subsequent data analyses during the pe-
riod 1974 through 1996, including Carl Athas
,
Mary Pat Buck-
ley, Luke Butler, Carl R. Carlson
,
Jr., Margaret Donahue, John
L.
Dorkin
.,.
Jr.,
Joseph Ferencak, Geraldine Guarte
,
Richard
Gore,
Terri Hair
,
Anthony Halaska
,
Mary Lynn Hartford, Reda
Kelada, Loretto Kennedy, Jacqueline A. Krzyzak, Herbert G. Lo-
patka, Monika
Rydzinski, Damrong Mangkorn,
Richard
Mar-
cinkiewicz, Zoe Mather, James Papanikolaou, Donald S. Ridolfi,
Joseph Salerno
,
Waheeda Shaikh
,
Michael Shepard
,
Catherine
Sopcak, Michael Sopcak, Charles E. Spielman
,
Gregory Stamish,
Sheril Sullivan, Shirley A. Tobias, Amit Trivedi, Janice Wag-
ner, William Wagner, Gary D. Whyte, and Michael Yore.
The authors also wish to thank the personnel of the In-
dustrial Waste Division
,
past and present, who aided in the
collection of samples during the period 1974 through 1996, in-
cluding Joseph Bojanowski
,
Robert Chmela, Lawrence Conroy,
Robert Day
,
John Dakuras
,
James Figlewicz
,
Brian Gembara, Har-
old Martinek
,
Carl Kurucar
,
Thomas Pastiak
,
Javier Salazar,
Daniel Seasock
,
and Alexander Wilczak.
vii
I

 
DISCLAIMER
Mention of proprietary equipment and chemicals in this
report does not constitute endorsement by the Metropolitan Wa-
ter Reclamation District of Greater Chicago.
viii

 
SUMMARY AND CONCLUSIONS
The Metropolitan Water Reclamation District of Greater
Chicago (District) monitored the fish populations within the
81 mile long Chicago Waterway System from 1974 through 1996.
A considerable improvement in the numbers of fish species, in
the relative abundance of fish, and in the quality of the wa-
ter occurred downstream.from.the District's three major water
reclamation plant (WRP) effluent outfalls.
Six months after cessation of effluent chlorination on
April 1, 1984, a five-fold increase in fish species and a 10-
fold increase in numbers of fish occurred from one to two
miles downstream of the North Side WRP effluent outfall.
A 150 percent increase in the abundance of fish and a 50
percent
increase in the number of fish species occurred
throughout the waterway system after the Tunnel and. Reservoir
Plan (TARP) went online in 1985.
The five Sidestream Elevated Pool Aeration (SEPA) Sta-
tions increased the dissolved oxygen (DO) in the Calumet River
System by pumping canal water to elevated pools and allowing
it to cascade back into the waterway.
This attracted game
fish species, such as smallmouth and largemouth bass and chan-
nel catfish, to these locations.
Water quality is now generally good downstream of the WRP
effluents.
Stream quality for fish improved, but is limited
ix
f

 
by the practical considerations of providing for navigation
and water reclamation in an urban environment.
The improvements in the quality of the fishery and in the
water quality and stream quality of the Chicago Waterway Sys-
tem,
are due to the effectiveness of the discontinuation of
effluent chlorination at the major WRPs, TARP's prevention of
waterway pollution, and increased dissolved oxygen provided by
the SEPA stations.
Major measures of improvements in the fisheries resources
and water quality within the waterways of the Chicago Waterway
System that occurred between the 1970s and the 1990s were as
follows:
1.
North Shore Channel: Water quality improved from
poor to good. Stream quality improved from poor
to fair.
Total
fish species increased from 21
to 34.
Game fish
species increased
from 11 to
15.
Total weight of fish catch increased from
15 to 22 pounds per 30 minutes
.
Total number of
fish increased from 39 to 246 per 30 minutes.
2.
North Branch of the Chicago River: Water quality
improved from poor to good
.
Stream quality im-
proved from poor to fair
.
Total fish species
increased from 10 to 22.
Game fish species in-
creased from 3 to 9. Total weight of fish catch
increased from less than 1 pound to 36 pounds
x
I

 
per 30 minutes.
Total number of fish increased
from 1 to 53 per 30 minutes.
3.
Chicago River:
Water quality remained good.
Stream quality remained fair.
Total fish spe-
cies increased from 21 to 32. Game fish species
increased from 11 to 15.
Total weight of fish
catch increased from 16 pounds to 65 pounds per
30 minutes.
Total number.of fish increased from
23 to 71 per 30 minutes.
4.
Chicago Sanitary and Ship Canal: Water quality
improved from poor-to good.
Stream quality im-
proved from poor to fair.
Total fish species
increased from 5 to 25.
Game fish species in-
creased from 2 to 10. Total weight of fish
catch increased from 1 to 79 pounds per 30 min-
utes. Total number of fish increased from 2 to
88 per 30 minutes.
5.
Calumet River:
Water quality remained good.
Stream quality remained fair. Total fish species
increased from 15 to 33.
Game fish species in-
creased from 7 to 15.
Total weight of fish
.catch increased' from 21 pounds to 53 pounds per
30 minutes.
Total number of fish increased from
86 to 119 per 30 minutes.
6. Little Calumet
River:
Water
quality improved
from poor to fair.
Stream quality remained
xi
I

 
fair.
Total fish species increased from 14 to
20.
Game fish.species increased from 4 to 9.
Total weight of fish catch increased from 14 to
49 pounds per 30 minutes.
Total number of. fish
increased from 33 to 82 per 30 minutes.
7.
Cal-Sag
Channel:
Water quality improved from
very poor to fair. Stream quality improved from
poor to fair., Total fish species increased from
12 to 24. Game fish species increased from 3 to
9.
Total weight of fish catch increased from
less than 1 pound.to 20 pounds per 30 minutes.
Total number of fish increased from 4 to 32 per
30 minutes.
The following conclusions were drawn from this study:
1.
The discontinuation of effluent chlorination at
the District's major WRPs, TARP's prevention of
waterway pollution, and the increased dissolved
oxygen provided by the. SEPA.. stations., have. di-
rectly benefited the fisheries by improving the
water and stream quality of the Chicago Waterway
System.
2.
The abundance and species richness of the fish
populations have increased in every one of the
seven waterway segments of the Chicago Waterway
System from 1974 through 1996.
xii
f

 
3.
Numbers of game fish species have increased in
all waterway segments of the Chicago Waterway
System from 1974 through 1996.
Harvestable size
game fish in the waterways now include northern
pike, white bass, white perch, rock bass, green
sunfish,
pumpkinseed sunfish, bluegi
ll
, small-
mouth and largemouth-bass
,
white and black crap-
pie, and yellow perch, as well as the rainbow,
brook, brown and lake trout and coho and chinook
salmon that enter the waterway system from Lake
Michigan.
4.
The cessation of WRP final effluent chlorination
removed toxic chlorine and chloramines from the
waterways downstream of the three major WRP out-
falls which resulted in considerable improvement
in the fish populations because of the absence
of these toxicants.
5.
TARP similarly removed the mixture of raw sewage
and storm water that flowed into the waterways
during every storm event
(
an average of once
every four days
),
thus removing a significant
quantity. of materials that exert biochemical
oxygen demand and toxicity
.
This also caused a
dramatic improvement in conditions for maintain-
ing healthy fish populations.
I

 
6.
The SEPA stations increased the dissolved oxygen
levels in the waterways and attracted desirable
species of fish to areas where they were not
previously collected.
7.
Because of improvements in the collection and
treatment of wastewater by the District
,
the wa-
ter quality for fish in the Chicago Waterway
System is now
,
theoretically
,
of a quality good
enough to support balanced fish populations.
This is of itself a major accomplishment and in-
dicates commendable environmental stewardship by
the District
.
Such water quality improvement
helps to protect the fisheries resources down-
stream, especially those of the Illinois River.
8.
Even though the water quality is generally good,
the fish populations of the Chicago Waterway
System are still dominated by omnivores, toler-
ant forms
,
and habitat generalists.
This is
primarily because water quality alone does not
take into concern the condition of habitat,
flow
,
or other outside factors
.
The waterways
of the Chicago Waterway System were not con-
structed to be fishable streams with diverse
habitat types
.
They were built for navigation
and water reclamation. It is
unlikely that
these waterways
can
achieve
the
same stream
xiv
I


 
quality for fish as a natural habitat
-
rich wa-
terway unless desirable fish habitat is created,
such as the unique habitat that the SEPA water-
fall tailraces provide.
xv

 
INTRODUCTION
The Metropolitan Water Reclamation District of Greater
Chicago (District)
serves an area
of 872 square miles. The
area is highly urbanized and industrialized.
The District
treats a total domestic and nondomestic wastewater load that
is equivalent to a population of 9.5 million people. Approxi-
mately.37.5.square miles of the District's area is served by
combined sewers, with the remainder served by storm sewers or
is unsewe red. The District presently owns and operates seven
water reclamation plants (WRPs) which all utilize the biologi-
cal activated sludge process, and approximately 537 miles of
intercepting sewers.
The North Side, Stickney, Calumet and
Lemont WRPs together have 1889 MGD of secondary capacity.
The
Hanover, Egan and Kirie WRPs have a combined tertiary capacity
of 114 MGD (1).
In order to protect the area's primary water supply, Lake
Michigan, the flow of the Chicago River System was reversed in
1900
and the Calumet River System. was reversed in 1922.
Fifty-four miles of navigable canals were constructed and con-
nected to existing river systems to form the 81 mile long Chi-
cago Waterway System (FLwre 1).
The District's Research and
Development Department has conducted electrofishing surveys to
monitor the species composition, distribution and relative
abundance of fish populations in the Chicago Waterway System
from 1974 through 1996.

 
METROPOLITAN WATER RECLAMATION DISTRICT OF GREATER CHICAGO
FIGURE 1
LOCATION OF SAMPLING STATIONS FOR FISH IN THE
METROPOLITAN CHICAGO WATERWAY SYSTEM
SHERIDAN ROAD
DEMPSTER STREET
NORTH SIDE WRP
12345
SCALE IN MILES
OUTFALL-
O
TOUHY AVENUE
O PETERSON AVENUE
LEGEND
0- FISH SAMPLING STATIONS
,d - SEPA STATIONS
O HARLEM AVENUE
OUTFALL
O GRAND AVENUE
U7 DAMEN AVENUE
OS CICERO AVENUE
STICKNEY WRP
WILSON AVENUE
2
a
m
ROUTE 1-94
I

 
The Chicago Waterway System (Figi^_re1)
includes the Chi-
cago River System with five segments:
North Shore Channel,
North Branch Chicago River, Chicago River, South Branch Chi-
cago River and Chicago Sanitary and Ship Canal and the Calumet
River System with three segments: Calumet River, Little Calu-
met River, and Cal.-Sag Channel.
The North Shore Channel is 7.63 miles long and 5.2 to 7.3
feet deep (1).
The Channel. was. completed in 1907 to divert
more lake water to the North Branch of the Chicago River for
dilution of sewage, in order to protect Lake Michigan.
The
lock at Sheridan Road was installed in 1910. The North Shore
Channel receives final effluent from the District's North Side
WRP (Vigaur? 1) which began operation on October 3, 1928 (2).
The deep draft portion of the North Branch of the Chicago
River extends from its junction with the North Shore Channel
to its junction with the Chicago River in downtown Chicago.
This portion of the river is 7.85 miles long and 6.1 to 18.5
feet deep (1).
The 1.31 mile long Chicago River extends from the locks
at
Chicago Harbor through downtown Chicago to the river's
junction with its North and South Branches.
The South Branch'of the Chicago River is 4.83 miles long
and 18.5 to 20.2 feet deep (1) . It extends from the Chicago
River junction to the beginning of the Chicago Sanitary and
Ship Canal near Damen Avenue.
3

 
The Chicago Sanitary and Ship Canal is 30.06 miles long
and 10.7 to 27.1 feet deep
(
1).
This canal was completed in
1900 to divert Lake Michigan water for dilution of sewage.
The Stickney WRP began operation on June 2, 1930, (West Side
Plant
)
and on May 23, 1939, (Southwest Plant
)
(
2). The final
effluent from the Stickney WRP flows into the Chicago Sanitary
and Ship Canal
(
Figure 1).
The Calumet River is 7
.
73 miles
.
1-ong and 8.5 to 11.5 feet
deep
(
1).
The river flows from Calumet Harbor to the junction
with the Grand Calumet River, just downstream of the O'Brien
Lock and Dam.
The deep draft portion of the Little Calumet River is
6.55 miles long and 14 feet deep
(
1).
The original Calumet
WRP began operation on September 11, 1922
.
it was replaced by
a conventional activated
.
sludge plant in 1935
(
2).
The final
effluent from the Calumet WRP flows into the Little Calumet
River
(
Figure ) .
The Cal-Sag Channel is 15.98 miles long and 8
.
8 to 11.7
feet deep
(
1).
The Channel extends from its junction with the
Little Calumet River to its junction with the Chicago Sanitary
and Ship Canal.
The fish monitoring program has served to document the
effectiveness of the District
'
s wastewater treatment program,
especially as to the effects of the discontinuation of
effluent chlorination at the major WRPs
,
TARP
,
and the SEPA
stations.

 
ressati on of _.Fffl ic-nt _hl on
i
on
In 1983, the Appellate Court of Illinois allowed cessa-
tion of chlorination for District WRPs which discharge into
secondary contact and indigenous aquatic life waters.
Also in
1983, the District filed a petition for variance before the
Illinois Pollution Control Board (IPCB) requesting a variance
from the water quality effluent standards for the Calumet WRP,
which discharges final effluent .into- the designated secondary
contact waters of the Little Calumet River (Figure 71) .
This
variance was granted for the period of August 1, 1983 through
March 31, 1984.
On March 21, 1984, the IPCB granted a vari-
ance beginning April. 1, 1984, for the District's major WRPs,
including the Calumet, North Side, and Stickney WRPs (3).
The
North Side.WRP discharges final effluent into the designated
secondary contact waters of the North Shore Channel (FigLrp
1).
The Stickney WRP discharges final effluent into the des-
ignated secondary contact waters of the Chicago Sanitary and
Ship Canal (F;gure ?).
Xnnn l and R_s rvoir Plan (TARP)
The District's TARP was designed to capture wastewater
being washed into streams with runoff from the 375 square
miles of combined sewer area within the District. TARP Phase
I
is
for pollution control and consists of 109 miles of
tunnels. This phase of TARP prevents backflows into Lake
Michigan and intercepts combined sewer overflows (CSOs).
TARP
5

 
Phase II is for flood control in the combined sewer area and
is planned to consist of 21.5 miles of additional conveyance
tunnels and, three storage reservoirs totaling 125,630 acre-
foot.
As of December 1996, 75.4 miles of tunnels have been
constructed and 18 miles are under construction.
The 31-mile
long Mainstream TARP became operational in May 1985. The 9.2-
mile long Calumet TARP system commenced intercepting CSOs in
October 1985, but full utilization was not achieved until July
1988 (1).
Rid _g ream Fl evatgd Ponl_ APrati nn St-a ibng (SEPA)
.The SEPA system was designed to provide artificial aera-
tion to the Calumet Waterway System. in order to maintain a
minimum dissolved oxygen concentration of 3.0 mg/L.
With this
system of five SEPA stations, low dissolved oxygen water is
withdrawn from the waterways by means of screw pumps, passed
through a shallow elevated pool, and cascaded over a number of
steps back to the waterway. The primary aeration mechanism is
the waterfall cascade (1).
6

 
MATERIALS
AND METHODS
Fish populations were monitored in the Chicago Waterway
System from the three waterway controlling works near Lake
Michigan
(
on the North Shore Channel, the Chicago River and
the Calumet River) to Lockport, Illinois.
These collections
occurred primarily at each of 20 locations which were sampled
once or twice per year from 1974 through 1977, three or four
times per year from 1,985 through 1991, and twice per year from
1992 through 1996.
Fishing gear used was primarily a 230-volt
alternating current boat-mounted electrofisher.
Generally,
both sides of a 400-meter section of channel were included in
the electrofishing sample at each location.
The parameters used to estimate improvements in the fish-
ery were the number of fish species
,
the species composition,
and the relative abundance of fish, as measured by the catch
of fish per 30 minutes electrofishing or catch per unit of ef-
fort (CPUE
),
by both numbers and weight
.
Indices used to es-
timate water and stream quality for fish' were the Bluegill
Toxicity Index
(
BTI) devised by Lubinski and Sparks (4) and
the Index of' Biotic Integrity
(
IBI),
devised by Karr et al.
(5), respectively
.
The IBI was modified for use in Illinois
by Bertrand et al. (6) .
Water quality, as measured by the BTI, is based on the
acute toxicity level
effects on
the bluegill sunfish of up to
20 toxicants.
If the mixture of chemicals in the water is
7

 
toxic enough to cause death to 50 percent of the bluegills ex-
posed to it for a period of four days (LC50), then the water
quality was defined
,
in this study
,
as being very poor.
If
the toxicity of the mixture is less than 20 percent of the
LC50, then the water quality was defined as being good.
Stream quality
,
as measured by the IBI, is based on the
estimation of the biotic, or biological, integrity of a
stream.
Biological.integrity is the ability to support a bal-
anced,
integrated,
adaptive community of organisms having a
species composition
,
diversity
and functional organization
comparable to that of the natural habitat of the region.
Stream quality is collectively, the combination of chemical,
biological and physical features that characterize stream sys-
tems.
Chemical attributes include nutrients and toxics in
both the water and sediments
;
biological attributes include
the fauna and flora of streams
;
and physical features include
stream hydrology variables
(
e.g., flow regime
,
discharge, and
velocity),
and habitat factors such as substrate
type and
instream cover
(
7).
Stream quality could range from poor
quality, or a restricted aquatic resource, to good quality, or
a unique aquatic resource (8).
8

 
RESULTS
From 1974 through 1996
,
113,376 fish, representing 61
species and
8
hybrids, were collected during 809 quantitative
collections from the Metropolitan Chicago Waterway System, as
shown in mabl_e 1.
The total weight of the catch was 15,079 kg
(33,244 pounds
).
Bluntnose minnows, gizzard shad, goldfish,
fathead minnows, and carp were collected in the greatest num-
bers.
Together these five species made up 67 percent of the,
total catch, by number.
Carp alone made up 76 percent of the
total catch, by weight.
Harvestable
size game
fish have in-
cluded northern pike, white bass, white perch, rock bass,
green sunfish, pumpkinseed sunfish, bluegill, smallmouth'and
largemouth bass, white and black crappie, and yellow perch, as
well as the rainbow, brook, brown and lake trout and coho and
chinook salmon that enter the waterway system from Lake Michi-
gan.
Following the cessation of WRP effluent chlorination on
April 1, 1984, both the relative abundance and the number of
fish species increased by the end of October of that year, at
sample stations located one and two miles downstream of the
North Side WRP (Fi nr _ 2). One hundred fifteen fish (44 CPUE)
composed of nine species were collected one mile downstream
and 366 fish
(
141 CPUE
)
composed of 11 species were collected
two miles
downstream
.
Previously
,
not more than three spe-
cies and seven individual fish had been collected from either
9
-li `1G 77- --
-
1

 
i
METROPOLITAN WATER RECLAMATION DISTRICT OF GREATER CHICAGO
TABLE 1
FISH COLLECTED FROM THE DEEP DRAFT CANALS OF THE CHICAGO WATERWAY SYSTEM 1974 THROUGH 1996
North
Chicago
North '
Branch
Sanitary
Little
Family and Species
Shore
Channel
Chicago
River
Chicago
River
and Ship
Canal
Calumet
River
Calumet
River
Cal-Sag
Channel
Grand
Total
Bowf ins
Bowfin
0
1
0
1
1
0
0
3
Freshwater eels
N
American eel
0
0
0
1
0
0
1
0
Herrings
Alewife
2,661
39
528
98
721
49
8
4,104
Gizzard shad
2,216
735
920
1,422
3,567
3,734
1,047
13,641
Salmon and Trouts
Rainbow trout
16
4
10
2
3
0
1
36
Brown trout
28
0
33
1
0
0
0
62
Brook trout
2
1
1
0
0
0
0
4
Lake trout
1
0
3
0
0
0
0
4
Coho salmon
5
0
10
0
1
0
0
16
Chinook salmon
6
0'
11
1
7
1
0
26
S
me
lts
Rainbow smelt
2,024
2
34
71
5
1
2,137
Mudminnows
central mudminnow
5
1
0
15
0
2
9
32

 
METROPOLITAN WATER RECLAMATION DISTRICT OF GREATER CHICAGO
TABLE 1
(
Continued)
FISH COLLECTED FROM THE DEEP DRAFT CANALS OF THE CHICAGO WATERWAY SYSTEM 1974 THROUGH 1996
North
Chicago
L
North •
Branch
Sanitary
Little
Family and Species
Shore
Channel
Chicago
River
Chicago
River
and Ship
Canal
Calumet
River
Calumet
River
Cal
-
Sag
Channel
Grand
Total
Pikes
Grass pickerel
2
0
0
2
2
2
0
8
Northern pike
1
0
0
0
0
0
0
1
Minnows and Cams
Goldfish
3,289
708
402
5,623
99
1,255
290
11,666
Grass carp
0
0
1
0
1
0
0
2
Carp
854
568
1,022
3,675
900
940
667
8,626
Carp x
Goldfish hybrid
596
169
116
183
32
118
39
1,253
Brassy minnow
1
0
0
0
0
0
0
1.
Hornyhead chub
1
0
0
0
0
0
0
1
Golden shiner
2,494
112
63
163
83
121
9
3,045
Emerald shiner
25
20
116
346
873
1,242
241
2,863
Bigmouth shiner
1
0
0
0
0
0
0
1
Spottail shiner
1,160
34
105
82
54
34
1
1,470
Spotfin shiner
1
0
0
0
0
0
0
1
Sand shiner
3
0
1
0
5
0
0
9
Bluntnose minnow
19,270
376
1,278
2,746
6,934
520
56
31,180
Fathead minnow
9,765
49
12
437
127
47
26
10,463
Longnose dace
16
0
0
0
0
0
0
16
Creek chub
1
0
0
2
0
0
8
Central stoneroller
0
0
2
0
1
0
3

 
METROPOLITAN WATER RECLAMATION DISTRICT OF GREATER CHICAGO
TABLE 1 (Continued)
FISH
COLLECTED
FROM THE DEEP
DRAFT CANALS OF THE CHICAGO WATERWAY SYSTEM 1974 THROUGH 1996
North
Chicago
North -
Shore
Branch
Chicago
Chicago
Sanitary
and Ship
Calumet
Little
Calumet
Cal-Sag
Grand
Family and
Species
Channel
River
River
Canal
River
River
Channel
Total
Suckers
Quillback
0
0
0
0
4
0
0
4
White sucker
123
13
1
2
53
12
24
228
Black buffalo
Lgaches
0
010100
2
Oriental weatherfish
Freshwater catfishes
11
1
0
0
0
0
12
Black bullhead
380
40
39
248
5
20
34
766
Yellow bullhead
5
1
0
3
0
0
1
10
Channel catfish
Trout-perches
0
0
0
7
1
15
23
Trout-perch
Livebearers
00
20000
2
Mosqui.tofish
Silversides
0002040
6
Brook silverside-
Sticklebacks
001
0
000
1
Brook stickleback
1,252
29
2
2
0
0
0
1,285
Threespine stickleback
25
63
19
9
0
1
2
119
Ninespine stickleback
27
0
2
0
0_
0
0
29

 
METROPOLITAN WATER RECLAMATION DISTRICT OF GREATER CHICAGO
TABLE 1 (Continued)
FISH COLLECTED FROM THE DEEP DRAFT CANALS OF THE CHICAGO WATERWAY SYSTEM 1974 THROUGH 1996
North
Chicago
North - Branch
Sanitary
Little
Family and Species
Shore
Channel
Chicago
River
Chicago
River
and Ship
Canal
Calumet
River
Calumet
River
Cal
-
Sag
Channel
Grand
Total
Temperate basses
White bass
0
0
2
0
2
0
4
White perch
0
3
11
1
430
406
1
852
Yellow bass
0
0
0
7
0
11
15
33
White x Striped bass hybrid 0
0
0
0
1
0
0
1
Sunfishes
Rock bass
70
1
556
1
20
0
0
648
Green sunfish
1,524
243
580
113
744
116
520
3,840
Pumpkinseed
174
15
70
36
455
272
15
1,037
Warmouth
0
0
0
0
1
0
1
2
Orangespotted sunfish
81
9
12
3
142
17
1
265
Bluegill
691
284
663
123
467
105
243
2,576
Smallmouth bass
0
0
61
1
77
0
3
142
Largemouth bass
473
198
454
293
1,108
135
190
2,851
White crappie
1
0
0
0
1
0
1
3
Black crappie
83
12
13
13
29
2
7
159
Hybrid sunfish
Green x Orangespotted
0
1
0
0
1
0
0
2
Green x Pumpkinseed
14
5
2
1
14
3
3
42
Green x Bluegill
14
6
6
1
13
0
1
41
Pumpkinseed x Orangespotted 0
0
0
0
8
1
0
9
Pumpkinseed x Bluegill
7
2
4
0
5
0
0
18
Bluegill x Orangespotted
0
0
0
0
3
0
0
3

 
METROPOLITAN WATER RECLAMATION DISTRICT OF GREATER CHICAGO
TABLE 1 (Continued)
FISH COLLECTED FROM THE DEEP DRAFT CANALS OF THE CHICAGO WATERWAY SYSTEM 1974 THROUGH 1996
North
Chicago
North .
Shore
Branch.
Chicago
Chicago
Sanitary
and Ship Calumet .
Little
Calumet
Cal-Sag
Grand
Family and
Species
Channel River
River
Canal
River
River
Channel
Total
Perghes
Johnny darter
1
0
15
0
1
' 0
0
17
Yellow perch
Drums
3,827
300
1,387
909
1,064
118
11
7,616
Freshwater drum
Sculpins
0
1
0
14
1
1
17
mottled sculpin
Gobies
402000
6
Round goby
0
0
0
0
22
0
0
22
Total Fish
53,231 4,045
8,574
16,638 18,109
9,291
3,488
113,376
Number of
Species
44
29
41
34
40
28
30
61
Number of Hybrids
4
5
4
3
3
8

 
METROPOLITAN WATER RECLAMATION DISTRICT OF GREATER CHICAGO
FIGURE 2
NUMBER OF FISH SPECIES AND NUMBER OF FISH PER SAMPLE
DOWNSTREAM FROM THE NORTH SIDE WATER RECLAMATION. PLANT
EFFLUENT
OUTFALL 1974
THROUGH 1996
n
1 mile downstream
2 miles downstream
12
--
10
--
No
Chlorine
4
2
too 61
A
00
1974 75 76 77 79
80
84
85
86
87
88 89
90 91
Year of Fish Collection
Year of Fish Collection
92
93 94
95
96
15

 
location during any one sampling event from 1974 through 1980.
The discontinuance of chlorination at the North Side WRP also
apparently led to a reduction in the nuisance midge population
in the North Shore Channel because of predation by. these in-
creased fish populations (9).
Comparing the years 1974 through 1977 plus 1985
(
before
TARP
)
versus 1986 through 1996
(
after TARP
)
for all 20 loca-
tions sampled routinely for fish in the Chicago and Calumet
River Systems
,
there has been a 150 percent increase in the
abundance of fish, from an average of 43 fish CPUE to an aver-
age of 111 fish CPUE and a
.
50 percent increase in the number
of fish species
,
from 41 species to 61 species. The number of
fish species and CPUE
,
by both number and weight
,
increased
downstream of the three WRPs after TARP went on-line in 1985
(F i gv r f- 74).
Thirty-
two species of fish were collected from the Chi-
cago and Calumet River Systems both at the start of this study
during the period
.
1974 through
1977
and-.also in 1995.... 'How-
ever
,
the proportion of game fish in the total collection had
increased from 16 percent in the 1970's to 36 percent in 1995,
primarily due to the 18 percent increase in the number of
largemouth bass and the 4 percent increase in the
,
number of
bluegill sunfish
.
Maximum weight of individual largemouth
bass collected from the Chicago and Calumet River Systems had
also increased from 0.01 kg
(
0.02 pounds
)
in 1974 to 2.2 kg
(4.8 pounds
)
in 1995.
16

 
METROPOLITAN WATER RECLAMATION DISTRICT OF GREATER CHICAGO
FIGURE 3
AVERAGE NUMBER OF FISH SPECIES COLLECTED PER SAMPLE AND
WEIGHT AND NUMBER OF FISH IN TOTAL CATCH PER 30 MINUTES
ELECTROFISHING DOWNSTREAM FROM THE NORTH SIDE, STICKNEY AND
CALUMET WRP EFFLUENT OUTFALLS
12
10
# North Side WRP
-0- Stickney WRP
-0' Calumet WRP
00i--+---wX1
1974 75 76 77
84 85
86
87
88 89 90 91
92 93
94 95 96
150
Year
1974
75
76
77
84 85 86 87
88 89 90 91
92
93 94
95
96
Year
1501 ......_._..._ ...................................._......_........_....................._...._..........._..........,
125
1
75
SO
25
-0- North Side WRP
-0- Stickney WRP
-0- Calumet WRP
1974 75
76
77
84 85 86
87 88 89 90 91
92 93 94 95 96
Year
0
17

 
The water quality has improved with the cessation of ef-
fluent chlorination and the operation of TARP.
Improvements
occurred from 1974 to 1996 from poor to good water quality be-
low the North Side and Stickney
WRPs and from
poor. and very
poor to fair water quality below the Calumet WRP (Figure 4).
Depending on location in the waterway, effluent chlorination
would have added a component toxicity of from 3 to 270 percent
of the LCg0 for bluegills- to the existing- toxic fraction in
the water within five miles of a WRP outfall. Stream quality,
as measured
by the IBI, has improved from poor to fair from
1974 to 1996 downstream of the North Side, Stickney, and Calu-
met WRPs.
The SEPA stations have also shown an immediate benefit
for the quality of the fish populations in the Calumet River
System.
Twenty-five fish
species have
been collected from the
waterways at the five SEPA station locations during 1995 *and
1996.
Smallmouth bass and channel catfish
were
collected at
SEPA stations on the Cal-Sag Channel_..This.was. the first oc-
currence of these desirable
game fish species
in the Cal-Sag
Channel collections.
These game fish
were
evidently attracted
by the elevated dissolved oxygen (DO) concentrations down-
stream of the waterfalls.
At the time of fish collection dur-
ing 1995, at SEPA Station 3 the DO
was 7.8 mg
/L,
at SEPA
Station 4 the DO
was 7
.6
mg/L, and at SEPA Station 5 the DO
was 6.9 mg
/L,
while the DO in the main channel
was 5
.5,
4.6,
and 4.2 mg/L, respectively.
18

 
METROPOLITAN WATER RECLAMATION DISTRICT OF GREATER CHICAGO
FIGURE 4
WATER QUALITY AS DETERMINED BY THE BLUEGILL TOXICITY INDEX AND
STREAM QUALITY AS DETERMINED BY THE INDEX OF BIOTIC INTEGRITY
DOWNSTREAM FROM THE NORTH SIDE, STICKNEY AND CALUMET
WRP EFFLUENT OUTFALLS
WATER TOXICITY
-^ North Side WRP
-d- Stickney WRP
-O- Calumet WRP
POOR
QUALITY
1974 75 76
77
84
85
86
87
88
89
90
0.0
GOOD QUALITY,
^
60
50
40
30
20
Year
STREAM QUALITY
GOOD - Unique Aquatic
Resource
'GOOD - Highly Valued
Aquatic Resource
I
FAIR -
Moderate Aquatic Resource
I
FAIR`=lin t
i
cl sour e
POOR
-
Restricted Aquatic Resource
f
1
+.//-4
t
f
1
1
4
91
92
93
94
95
96
-W North Side WRP
-Q- Stickney WRP
i
t
i
t
1974 75 76 77 84
85
86
87
88
89
90
91
92
93
94
95
96
Year
10
19
I

 
North yShore Chan
Forty
-
four fish species were collected from four loca-
tions on the North Shore Channel from 1974 through 1996, as
shown in FiaurP
_
R.
Twenty
-
one species were collected during
the 1970s, 36 species during the 1980s and 34 species during
the 1990s
.
The average catch of fish per 30 minutes elec-
trofishing from the North Shore Channel was 39 fish with a to-
tal catch weight of 15 pounds during the 1970s
,
237
fish
weighing 19 pounds during the 1980s, and 246 fish weighing 22
pounds during the 1990s.
Water quality
,
as measured by the BTI, was poor during
the 1970s and. good during both the 1980s and 1990s
.
Stream
quality for fish, as measured by the IBI, was poor during the
1970s and fair during the 1980s and 1990s.
vQrtn Hrancn
u
ni .aao
Twenty-nine fish species were collected from two loca
-
tions on the North Branch of the Chicago River from 1975
through 1996
,
as shown in Fiaurp f;.
Ten species were col-
lected during the 1970s
,
21 species during the 1980s and 22
species during the 1990s.
The average catch of fish per 30
minutes electrofishing from the North Branch of the Chicago
River was 1 fish with a total catch weight of less than one
pound during the 1970s
,
29 fish weighing 12 pounds during the
1980s, and 53 fish weighing 36 pounds during the 1990s.
20

 
METROPOLITAN WATER RECLAMATION DISTRICT OF GREATER CHICAGO
FIGURE 5
ABUNDANCE AND SPECIES COMPOSITION OF NORTH SHORE CHANNEL FISH
WITH CHANGES IN WATER AND STREAM QUALITY 1974 THROUGH 1996
Forty
-
four fish species have been
collected by the Research and
Development Department From the
North Shore Channel
,
primarily at
four routine sample locations:
(1) Sheridan Road.
(2) Dempster Street
(8) Touhy Avenue
(4) Peterson Avenue
1970s
1980s . 1990s
Water
Quality Poor
Good
Good
Stream
Quality
Poor
Fair
Fair
Species
21
86
84
Pounds
,
16
19
22
Number,
89
287
246
,Per 80 Minutes Electrofishing
North Shore Channel
Study Area
Chicago Waterway System
FISH SPECIES COLLECTED 1974 THROj,
T =H 1M
-
*
Berriaes
Minnows and Carne
sticklsbacks
Alewife 1,2,3,4
Goldfish 1,2,3,4
Brook stickleback 1,2,3,4
Gizzard shad 1,2,3,4
Carp 1,2,3,4
Threespine
Carp x Goldfish
stickleback
1,2,3,4
Salmon and
T
routs
hybrid
1,2,3,4
Ninespine
Rainbow trout 1,2,3
Brassy minnow 2
stickleback 1
Brown trout 1
Hornyhead chub 1
Brook trout 1
Golden shiner 1,2,3,4
$u°fishe
n
Lake trout 1
Emerald shiner 1,4
Rock bass 1,2,3
Coho salmn 1,3
Bigmouth shiner 4
Greets sunfish 1,2,3,4
Chinook salmon 1,2
spottail shiner 1,2,3,4
Pumpkinseed 1,2,3,4
Spotfin shiner 3
Orangespotted
Smllt.l
Sand shiner 1,4
sunfish 1,2,3,4
Rainbow smelt 1,2
Bluntnose minnow 1,2,3,4
Bluegill 1,2,3,4
Fathead minnow 1,2,3,4
Largemouth
laws
1,2,3,4
Mu minuovs
ImMnose dace 1,3,4
Bite
crappie 1
Central mudminnow 1,3,4
Creek chub 4
Black crappie 1,2,3,4
Hybrid sunfish 1,2,3,4
rikes
suckers
Grass pickerel i
White sucker 1,2,3,4
l'ar i
Northern pike 1
Johnny darter 1
lreshmater catfj.ahe
n
Yellow perch 1,2,3,4
Loachs
n
Black bullhead 1,2,3,4
oriental
Yellow bullhead 1,2
sanlbi:ns
weatherfish 2,3,4
Mottled sculpin 1
*Numbers
indicate North Shore Channel Station
There species
was collected.
21
I

 
METROPOLITAN WATER RECLAMATION DISTRICT OF GREATER CHICAGO
FIGURE 6
ABUNDANCE AND SPECIES COMPOSITION OF NORTH BRANCH CHICAGO RIVER
FISH WITH CHANGES IN WATER AND STREAM QUALITY 1975 THROUGH 1996
North Branch Chicago
River Study Area
Twenty
=
nine fish species have
been collected by the Research
and Development Department
from the North Branch of the
Chicago River, primarily at two
routine sample
locations:
(6)
Wilson Avenue
(6) Grand Avenue
-I97Qs
1980s 1990s
Water
Quality
Poor
Fair
Good
Stream
Quality
Poor
Fair
Fair
Species
10
21
22
Poundsl
0
12
86
Numberl
1
28
63
lPer
30 Minutes Electrofishing
FISH SPECIES COLLECTED 1275 THROUGH 1996*
Sowfins
Bowfin 5
8errinas
Alewife 5,6
Gizzard shad 5,6
&almoa aad. Trouts
Rainbow trout 6
Brook trout 6
Bs<iiha
Rainbow smelt 6
NUAM UMM
Central mudminnow 5
Hiaaaws and
-_
CAM
Goldfish 5,6
Carp 5, 6
Carp x Goldfish
hybrid 5,6
Golden shiner 5,6
Emerald shiner 5,6
Spottail shiner 5,6
Bluntnose minnow 5,6
Fathead minnow 5,6
Sucker
n
White sucker 5
Coaches
Oriental weatherfish 5
proubmter catfishes
Black bullhead 5,6
Yellow bullhead 6
etic
k
lebacku
Brook stickleback 5
Threespine
stickleback 5,6
Temmerate hansom
White perch 6
euafishe
n
Rock bass 6
Green sunfish 5,6
iuupkinseed 5,6
Orengespotted sunfish 5,6
Bluegill 5,6
Largemouth bass 5,6
Black crappie 5,6
Hybrid sunfish 5,6
Perches
Yellow perch 5,6
*Numbers indicate North Branch Station where species was collected.
Chicago Waterway System
22

 
Water quality,
as measured
by the BTI, was poor during
the 1970s, fair during the 1980s, and good during the 1990s.
Stream quality for fish,
as measured
by the
IBI, was
poor dur-
ing the 1970s and fair during the 1980s and 1990s.
Chinagn River
Forty-one fish
species
were collected from three loca-
tions on the- Chicago. River.
from
.
1975 , through 1996, as shown in
Figure 7.
Twenty-
one species
were collected during the 1970s,
31 species during the 1980s and 32 species during the 1990s.
The average catch of fish per 30 minutes electrofishing from
the Chicago River was 23 fish with a total catch weight of 16
pounds during the 1970s, 56 fish weighing 35 pounds during the
1980s, and 71 fish weighing 65 pounds during the 1990s.
Water quality,
as measured
by the BTI, was good during
all three
decades.
Stream
quality for fish, as measured by
the IBI, was fair during all three
decades.
i _agn Rani
taX:y and Ship ranal
Thirty-four fish
species were
collected from five loca-
tions on the Chicago Sanitary and Ship Canal from 1974 through
1996, as shown in F^ur?
Five species
were collected dur-
ing the 1970s,
29 species
during the 1980s and 25 species dur-
ing the 1990s.
The average catch of fish per 30 minutes
electrofishing from the Chicago Sanitary and Ship Canal was 2
fish with a total catch weight of one pound during the 1970s,
23
I

 
METROPOLITAN WATER RECLAMATION DISTRICT OF GREATER CHICAGO
FIGURE 7
ABUNDANCE AND SPECIES COMPOSITION OF CHICAGO RIVER FISH WITH
CHANGES IN WATER AND STREAM QUALITY 1975 THROUGH 1996
Forty
-
one fish species have been
collected by the Research and
Development Department from the
Chicago River at three locations:
(18)
Inner Harbor
(19)
Loop
(
Franklin Street to
Wabash Avenue)
(20)
Junction of the North and
South, Branches, of the,
.
Chicago River
1970s
1980s
1990s
water
Quality
Good
Good
Good
Stream
Quality
Fair
Fair
Fair
Species
21
81
82
Poundal
16
85
66
Numberl
28
66
71
1Per 80 Minutes Electrofishing
Chicago Waterway System
FISH SPECIES Q_OLLE CTE13 1975 THROUGH
1996*
Herrinas
Alewife 18,19,20
Gizzard shad 18,19,20
Salmon and Trouts
Rainbow trout 18,19
Brown trout 18,19,20
Brook trout 18
Lake trout 18
Coho salncn 18,19,20
Chinook saloon 18, 19,20
8811.].:.1
Rainbow smelt 18,19,20
Suckers
White sucker 20
Black buffalo 20
Fresbmater catfishes
Black bullhead 18,20
Trout-
parches
Trout-perch 18
*Numbers
indicate chicago
Minnows
and cams
Goldfish 18,19,20
Grass carp 18
Carp 18,19,20
Carp x Goldfish
hybrid 18,19,20
Golden shiner 18,19,20
Emerald shiner 18,19,20
Spottail shiner 18,19,20
Sand shiner 18
Bluntnose minnow 18,19,20
Fathead minnow 18,20
Central stoneroller 18
Silversides
Brook silversides 19
Sticklebacks
Brook stickleback 19,20
R'hreespine
stickleback 18,19;20
Ninespine stickleback 18
Temperate basses
White perch 20
White
bass 18,20
River
station where species
24
Sunfishes
Rock bass 18,19,20
Green sunfish 18,19,20
Pumpkinseed 18,19,20
Orangespotted
sunfish'18,20
Bluegill
18,19,20
Smallmouth bass 18,19,20
Largemouth bass18,19,20
Black crappie 18,20
Hybrid
sunfish 18,19,20
Ferehas
JohmW darter 18
Yellow perch 18,19,20
REUM1
Freshwater drum 20
sculpins
Mottled sculpin 18
was collected.

 
METROPOLITAN WATER RECLAMATION DISTRICT OF GREATER CHICAGO
FIGURE 8
ABUNDANCE AND SPECIES COMPOSITION OF CHICAGO SANITARY AND SHIP
CANAL FISH WITH CHANGES IN WATER AND STREAM
QUALITY
1974 THROUGH 1996
Thirty
-
four fish species have
been collected by the Research
and
Development
Department
from the Chicago Sanitary and
Ship
Canal
,
primarily at five
routine sample locations:
(7) Damen Avenue
(8) Cicero Avenue
(9)
Harlem Avenue
(10)
Willow Springs Road
(11) 16th Street
,
Lockport
1970s
1990s
1990s
Water
Quality
Poor Fair Good
Stream
Quality
Poor Fair
Fair
Species
5
29
25
Poundsl
1
24 79
Numberl
2
SS
88
1Per 30 Minutes Electrofishing
Chicago Waterway System
0:,.,,,,,,,..^
A.ess.uftw
,
Chicago Sanitary
and Ship Canal
Study Area
FISH SPECIES COLLECTED 1974 THRQJIGH 996*
moarins
ffiinnorr and Caro
tg i_klebacks
Bowfin 11
Goldfish 7,8,9,10,11
Brook stickleback 8
Carp 7,8
,
9,10,11
Threespine stickleback 7,8,9
Herrincs
Carp x Goldfish
Alewife 7,8,9,11
hybrid 7,8
,
9,10,11
Temnarate basfas
Gizzard shad 7
,
8,9,10,11
Golden shiner 7,8,9,11
Mite perch 7
Daerald shiner 7,8,9,10,11
Yellow bass 11
Salmon and Trouts
Spottail shiner 7,8
,
9,10,11
Rainbow trout 7
Sluntnose mirmow 7,8,9,10,11
Bunlishes
Brown trout 9
Fathead minnow 7,8,9,10,11
Rock bass 9
Chinook salmon 9
Creek chub 8.11
Green sunfish 7,8,9,10,11
PWq*1nseed 7,8,9,10,11
Jim]"
puckers
Orangespotted sunfish 7,11
Rainbow smelt 7,8,9,10
White sucker 7,11
Bluegill 7,8,9,10,11
Saallmouth bass
(
SEPA 5)
rreshxater catfishes
Largemouth bass 7,8,9,10,11
Central mumi:mow 7
,
9,10,11
Black bullhead 7,8,9,10,11
Black crappie 7,8,10,11
Yellow bullhead 8,9,10
Hybrid sunfish 7,10
p kes
Grass pickerel 9,11
Liveb:arar•
parches
Western w
a
squitofish 8,10
Yellow perch 7,8,9,10,11
*Numbsra iadicats Chicago San,itary and Ship Canal Station, whore species
was collected.
25

 
55
fish weighing 24 pounds during the 1980s, and 88 fish
weighing 79 pounds during the 1990s.
Water quality, as measured by the BTI, was poor during
the 1970s, fair during the 1980s, and good during the 1990s.
Stream quality for fish, as measured by the IBI, was poor dur-
ing the 1970s and fair during the 1980s and 1990s.
Cal um _ _ River
Forty fish species were collected from two locations on
the Calumet River from 1974 through 1996, as shown in E.' r
2_
Fifteen species were collected during the 1970s, 34 spe-
cies during the 1980s, and'33 species during the 1990s.
The
average catch of fish per 30 minutes electro fishing from the
Calumet River was 86 fish with a total catch weight of 21
pounds during the 1970s, 253 fish weighing 79 pounds during
the 1980s, and 119 fish weighing 53 pounds during the 1990s.
Water quality, as measured by the BTI, was good during
all three decades.
Stream quality for fish, as measured by
the IBI, was fair during all three decades.
Li -t-.l P _al umP _ River
Twenty-eight fish species were collected from two loca-
tions on the Little Calumet River from 1974 through 1996, as
shown in Figure -o.
Fourteen species were collected during
the 1970s, 22, species during the 1980s, and 20 species during
26

 
METROPOLITAN WATER RECLAMATION DISTRICT OF GREATER CHICAGO
FIGURE 9
ABUNDANCE AND SPECIES COMPOSITION OF CALUMET RIVER FISH WITH
CHANGES IN WATER AND STREAM QUALITY 1974 THROUGH 1996
Chicago Waterway System
Forty
fish species have been
collected by the Research and
Development Department from the
Calumet River at two locations:
(12)180th Street
(13) O'Brien Lock and Dam
1970s97
19806
1990s
Water
Quality
Good
Good Good
Stream
Quality
Fair
Fair
Fair
Species
16
84
33
Poundsl
21
79
53
Numberl
86
263
119
lPer 80 Minutes Electrofishing
Calumet River.
Study Area
FISH
SPECIES COLLECTED 1974 THROUGH 1996*
sovfin
n
Mity^aes and Caros
vaf Ab"
Bowfin 13
Goldfish 12,13
Rock bass 12,13
Grass carp 12
Green sunfish 12,13
Freshwater eels
Carp 12,13
Furtpkinseed 12,13
American eel 13
Carp x Goldfish
Warmouth 13
hybrid 12,13
Crangespotted .
Herr
i
ngs
Golden shiner 12,13
sunfish 12,13
Alewife 12,13
Emerald shiner 12,13
Bluegill 12,13
Gizzard shad 12,13
Spottail shiner 12,13
Smallmouth bass 12,13
Sand shiner 12,13
Largemouth bass 12,13
salmon and Trouts
Bluntnose minnow 12,13
White crappie 12,13
Rainbow trout 12,13
Fathead minnow 12,13
Black crappie 12,13
Cabo
salmon 13
Central stoneroller 13
Hybrid sunfish 12,13
Chinook salmon 12,13
Parches
smelts
Freshwater cat,=, shAs
Johnny darter 12
Rainbow smelt 12,13
Black bullhead 12,13
Yellow perch 12,13
Channel catfish 12,13
PAX"
IZM&RA
Grass pickerel 12
Temvsrats basses
Freshwater drum 12,13
White perch 12,13
suckers
White bass 12
bias
4uillback 12
Striped bass x
Round goby 12,13
White sucker 12,13
White bass hybrid
Black buffalo 12
(SEPA 1)
*Numbers indicate Calumet River station where species was collected. .
27
I

 
METROPOLITAN WATER RECLAMATION DISTRICT OF GREATER CHICAGO
FIGURE 10
ABUNDANCE AND SPECIES COMPOSITION OF LITTLE CALUMET RIVER FISH
WITH CHANGES IN WATER AND STREAM QUALITY 1974 THROUGH 1996
Twenty
-
eight fish species have
been collected by the Research
and Development Department
from the Little Calumet River,
primarily at two routine sample
locations:
(14) Route I-94 and
(15) Halsted Street
1970s
19805 1990s
Water
Quality
Poor
Poor
Fair
Stream
Quality
Fair
Fair
Fair
Species
14
22
20
Poundsl
14
19
49
Numberl
88
78
82
lPer 80 Minutes Electrofishing
Chicago Waterway System
Little
Calumet River
Study Area
FISH S_P + C>FS COLLECTED- 1974 TH, ROJ,T H 1
99
6*
Herrings
M!Innews and Carps
Temperate basses
Alewife 14,15
Goldfish 14,15
Mite
perch 14,15
Gizzard shad 14,15
Carp 14,15
Yellow
bass 14,15
Carp x Goldfish
Salmoa anQ^Trout
n
hybrid 14,15
sunfishes
Chinook
salmon 15
Golden shiner 14,15
Green sunfish 14,15
Emerald shiner 14,15
Pumpkinseed 14,15
B.mlltz
spottail shiner 14,15
Orangespotted
Rainbow, smelt 14
Bluntmose miiurow 14,15
sunfish 14,15
Fathead minnow 14,15
Bluegill 14,15
Diudmianews
Largemouth bass 14,15
central maubdn
ow 15
rresbwater catfishes
Black crappie 14,15
Black bullhead 14,15
Hybrid sunfish 14,15
Pikes
Channel catfish 14
Grass pickerel 14,15
Plrehes
Sticklebacks
Yellow perch 14,15
Suckers
Threespine
white sucker 14,15
stickleback (SEPA)
2xu"
Freshwater drum 14
Livsbearsrs
Western mosquitofish 15
ftumbers indicate Little Calumet River Station whore
The term SLPA
means
that the species was collected
slevated Pool Aeration Station.
species Was
collected.
only near
a Sidestrean
28

 
the 1990s
.
The average catch of fish per 30 minutes elec-
trofishing from the Little Calumet River was 33 fish with a
total catch weight of 14 pounds during the 1970s, 78 fish
weighing 19 pounds during the 1980s, and 82 fish weighing 49
pounds during the 1990s.
Water quality
,
as measured by the BTI, was poor during
the 1970s
and 1980s
,
and fair
during the
1990s.
Stream qual-
ity for fish, as measured.. by the
..
IRI,.
was fair during all
three decades.
Ca
l
-gag
Channel
Thirty fish species were collected from two locations on
the Cal-Sag Channel from 1974 through 1996, as shown in Eig.ure
.11.
Twelve
species were
collected during the 1970s, 20 spe-
cies during the 1980s
,
and 24 species during the 1990s.
The
average catch of fish per 30 minutes electrofishing from the
Cal-Sag Channel was 4 fish with a total catch weight of less
than one pound during the 1970s, 19 fish weighing 7 pounds
during the 1980s, and 32 fish weighing 20 pounds during the
1990s.
Water quality, as measured by the BTI, was very poor dur-
ing the 1970s
,
poor during the 1980s, and fair during the
1990s.
Stream quality for fish, as measured by the IBI, was
poor during the 1970s and fair during the 1980s and 1990s.
29
I

 
METROPOLITAN WATER RECLAMATION DISTRICT OF GREATER CHICAGO
FIGURE 11
ABUNDANCE AND SPECIES COMPOSITION OF CAL-SAG CHANNEL FISH WITH
CHANGES IN WATER AND STREAM QUALITY 1974 THROUGH 1996
Thirty fish
species have been
collected
by the
Research and
Development Department from the
Cal-Sag
Channel
,
primarily at two
routine sample locations:
Chicago Waterway System
(16) Cicero Avenue
(17) Route, 63
.1970s
1980s
1990s
Water
Quality
Very
Poor
Poor
Fair
Stream
Quality
Poor
Fair
Fair
Species
12
20
24
Poundal
0
7
20
Numberl
4
19
32
1Per 30 Minutes ElectroSshing
FISH SPECIES COLLECTED 1974 THROUGH 199$*
Her
ce
suckers
Suaf ehss
Alewife 16,17
White sucker 16
Green
sunfish 16,17
Gizzard shad 16,17
Pumpkinseed 16,17
Frssl=tsr catfishes
Warmouth (SEPA)
Salmon and Trouts
Black bullhead 16,17
Orangespotted sunfish 16
Rainbow trout 17 .
Yellow bullhead 17
Bluegill 16,17
Channel catfish (SEPA)
Smallmauth
bass (SEPA)
DlcdnA
A
Ayws
Largemouth bass 16,17
Central mudmisnow 16,17
sticklebaek
n
White crappie 16
Threespine
Black crappie 16,17
nnew and carp
n
stickleback (SEPA)
Hybrid sunfish 16,17
Goldfish 16,17
Carp 16,17
Temperate basses
Perche
n
Carp x Goldfish
White perch 17
Yellow perch 27
hybrid 16,17
Yellow bass 16,17
Golden shiner 16,17
A3YS1!
Emerald shiner 16,17
Freshwater drum (SEPA)
Spottail shiner 17
Bluntnose minnow 16,17
Fathead minnow 16,17
Creek chub 16,17
*M=bers indicate Cal-Sag Channel Station Where species was collected.
The term SEPA means that the species was collected only near a Sidestream
Elevated Pool Aeration Station.
30

 
RFPA Rta ,i n g
Twenty-five fish species were collected at the locations
of the five SEPA stations during 1995 and 1996 (Pi" re 12)
Numbers of fish collected from Stations 1 through 20 during
each year are listed in Appendix T h1 a AT-1 through AT 20.
31

 
METROPOLITAN WATER RECLAMATION DISTRICT OF GREATER CHICAGO
FIGURE 12
FISH IN THE WATERWAYS AT THE
SIDESTREAM ELEVATED POOL AERATION (SEPA) STATIONS
1995 THROUGH 1996
Chicago Waterway System
Twenty-five fish
species and
.three hybrids have been collected
by the Research and Development
Department from the
Calumet
River, Little Calumet River and
Cal-Sag Channel at the locations
of the five Sidestream Elevated
Pool Aeration (SEPA) Stations,
during 1995
and 1996:
Calumet River
SEPA 1
-
Torrence Avenue
Little Calumet River
SEPA 2
-
127th Street
Cal-Saw Channel
SEPA 8
-
Western Avenue
SEPA 4
-
Harlem Avenue
SEPA 5
-
Junction of the Cal-Sag
Channel
with
the
Chicago Sanitary and
Ship Canal
SEPA
Station
Study Area
FISH SPEC_TES COLLECTED DURING
1995 AND 1996*
Herrim
Gizzard shad 1,2,3,4,5
PIMA
Grass
pickerel 1
Minnows and
-CA
JMR
Goldfish 1,2,3,4,5
Carp
1,2,3,4,5
Carp x goldfish
hybrid 2
Golden shiner 2,3
Emerald shines 1,2,3,4,5
Bluntnose minnow 1,2,3,4
Fathead minnow 1,2,3,4
Frashwat
*
r
catfishes
Black bullhead 3,4
Channel catfish 4,5
Sticklebacks
Threespine
stickleback 2,3,4
Suafirhes
Rock bass 1
Green
sunfish 1,
2,3,4,5
Pumpkinseed 1,2,3,5
Wa=outh 3
Bluegill 1,2,3,4,5
Hybrid sunfish 1,4
Smallmouth
bass
1,3,4,5
Largemuth
bass
1,2,3,4,5
Black crappie 4
Suckers
Quillback 1
White sucker 1,2,3,4
Temperate hasses
White perch 1,2
Yellow
bass 3,4,5
striped bass x
white bass hybrid 1
12XU=
Freshwater drum 1,4
Gobie
n
Round goby 1
*Numbers indicate the SEPA Station where the species was collected.
32
I

 
DISCUSSION
The increased fish populations below the North Side WRP
outfall in the North Shore Channel, and North Branch of the
Chicago River, and below the Stickney WRP outfall in the Chi-
cago Sanitary and Ship Canal that occurred after the
cessation
of effluent chlorination on April 1, 1984, at both the North
Side and Stickney WRPs
were
apparently
responses
to the ab-
sence
of toxicity to fish following the removal of chlorine
and chloramines from these waterways. Similarly, the improved
water quality and fish populations that have occurred with the
operation of TARP have resulted from the absence of the mix-
ture of pollutants which had previously entered the Chicago
Waterway System via the combined
sewer
system with every rain-
fall.
The increased numbers of the•piscivorous largemouth bass
may be one reason for the 16 percent decrease in the propor-
tion of forage fish in the catch when the period 1974 through
1977 is compared with 1995. Also notable was the 12 percent
decrease
in the proportion of goldfish in the catch. The
goldfish is a pollution tolerant and opportunistic species
which
does
well when other
species do
not, but is otherwise a
poor competitor.
The water quality for fish in the Chicago Waterway System
is now, theoretically, of a quality good enough to support
balanced fish populations.
However, the waterway
fish
33

 
populations are still dominated by omnivores, tolerant forms
and habitat generalists.
This is primarily because water
quality alone does not take into concern the condition of
habitat, flow or other outside factors.
The waterways of the
Chicago Waterway System were not constructed to be fishable
streams with diverse habitat types.
They were built for navi-
gation and water reclamation.
It is unlikely that these wa-
terways can- achieve- the- same stream quality for fish as a
natural habitat-rich waterway.
However, these waterways can
now be listed as limited aquatic resources and some segments
could become moderate aquatic resources within the urban envi-
ronment.
For example, the game fish at the SEPA stations were
evidently attracted by the elevated DO concentrations and
unique habitat that the waterfall tailraces provide.
34
I

 
REFERENCES
1.
Kuhl, B., J. Zubinas
,
F. Gaweda, and D. Boylan,
(
1994) Ea.
ni 1 i t i PG Planning Atudy 199
4
T
=
c3AtP
Slip
=
lement and Sum-
mar}t,
Planning Section
,
Metropolitan
Water Reclamation
District of Greater Chicago, Chicago, IL.
2.
M&O Department
(
1995
)
M o Pa
_
ili y Handhook
,
Revised Sep-
tember 1995, Maintenance and Operations Department
,
Metro-
politan Water Reclamation District of Greater Chicago,
Chicago, IL.
3. Sedita
,
S. J.,
D.
R
.
Zenz, C. Lue-Hing
,
and,
P
.
O'Brien,
(1987
)
FPCaI CoTi form L
ev 1 s in the M
an-Made W _rvuays of
the Metropolitan Sanitary D;atr;
rt, _-
r.a Chicago Be-
fne and After CeGsat
'
ion of
C
hlorination at the West-
Rnuth«e,St
,
Ca
l
um
e
t and North
,.
R
i ci
_
SewagQTreatment Works,
Report No. 87-22, Research and Development Department,
Metropolitan Water Reclamation District of Greater Chi-
cago, Chicago
,
IL, pp. 1-2.
4. Lubinski
,
K.
S., and R. E. Sparks
, (
1981
)
Use ofRlupgjll
Toxi
c
i
t
y Tndexe
s i
n T11inois
,
Aquatic Toxicology and Haz-
ard Assessment
:
Fourth Conference
,
ASTM STP 737
,
Branson,
D. R., and K. L. Dickson
,
Eds., American Society for Test-
ing and materials
,
pp. 324-337.
5.
Karr, J. R., K
.
D.
Fausch, P. L. Angermeier
,
P.
R.
Yant,
and I. J. Schlosser
,
(
1986
)
AL^,'c;Psysincl
Bi of oaisal Tntpgri v
in Running Waters•
A Method and Tts Rationale
,
Illinois
Natural History Survey Special Publication 5, 28 pp.
6.
Bertrand
,
W.
A.,
R.
L. Hite
,
and D. M. Day., (1996) Rio-
Ing
al
gtrp_
nm Chara ter
' .
ati on fBSCI
:
Ai of nai .a1_AasPSS-
man+' of Tllinois Stream Quality through 19911 Report No.
IEPA
/
BOW/96-058
,
Illinois Environmental Protection Agen-
cy, Springfield
,
IL, 40 pp.
7.
Biocriteria Workgroup
,
(
1997
)
M ossarv of. T
e
rms
C
on
c
erning
Ri of og
?
r__al
Water Quali
t
y Standards, Illinois Environmental.
Protection Agency, Springfield
,
IL,
April 16
,
1997, 3 pp.
8.
Illinois Environmental Protection Agency, (1994
)
Tllnoig-,
water
Q
ua
li
f
y Epport 199
2-
1991,
Vol.
1
,
Report
No.
IEPA
/
WPC/94-160
,
Illinois Environmental Protection Agen-
cy, Springfield, IL, p. 27.
35
7--r-T

 
REFERENCES
(Continued)
9.
Dennison
,
S.
G., I. Polls
,
S.
J.
Sedita, D. R. Zenz,. and
C.
Lue-Ring
,
(
1992
)
Pi ah and Mi dUP Poo ul i on C'hancaeG in
Chicago Wa erwayg Po1_1owi ng C'eARati on o
Wastewater C hI o-
rination, Report No
.
92-30,
Research and Development De-
partment
,
Metropolitan
Water
Reclamation
District
of
Greater Chicago, Chicago
,
IL, 54 pp. plus Appendix.
36

 
APPENDIX AI
Number of Fish Collected from Each Station
in the Chicago Waterway System
from 1974 through 1996

 
7_T- T17,___._ _.

 
METROPOLITAN WATER RECLAMATION DISTRICT OF GREATER CHICAGO
TABLE AI-1
NUMBER OF FISH COLLECTED FROM STATION 1 AT SHERIDAN ROAD (RIVER MILE 341.2) ON THE NORTH SHORE CHANNEL FROM 1974 THROUGH 1996
Fish Species or
Year
Grand
Hybrid Cross (x)
1974
1975 1976
1977
19771
1979 19802
1985
1986 1987
1988 1989
1990 1991 1992
1993
1994
1995 1996
Total
Alewife
0
323 90
34
0
34
0
238
1 80 208
466
227
228 239
167
61
19
27
2442
Gizzard shad
0
2
0
0
0
0
0
0
1
6
80
11
15
329
1
1
18
4
171
Rainbow trout
0
10
0
0
0
0
44110011
001
0
14
Brown trout
0
0
0
8
0
2.
0
0
0
4
2
2
0
51
2
1
1
0
28
Brook trout
0
0000
2
0
0000
0
0
00
0000
2
Lake trout
0
0
0
0
0
00
00001000
0000
1
Coho salmon
1
0
0
0
0
0
0
0
0
0
0
0
1
0
2
0
000
4
Chinook salmon
0
0
0
0
0
00
10010
0
01
1001
5
Rainbow smelt
0
0
1
0
0
47
0
1407
18. 493
3 11
16
1
0
0
0
0
0
1997
Central mudminnow
0
0
000
0
0
00001000
000
01
Northern pike
0
0
0
0
0
0
0
00000000
0001
1
Grass pickerel
0
0
0
0
0
00
00000010
0010
2
Goldfish
275
180 18
20 40
7
6
62 25
40 115
106
37
95
49
13
22 32
6 1148
Carp
134
50
12
0
5
18
4
55
28
22
9
11
6
5
5
2
9
8
5
387
Carp x Goldfish
1
47
7
2
3
5
0
1910
7
9
7
2
6
1
2
7
5
7
147
Hornyhead chub
0
0
000
0
0
00
0
01000
0000
1
Golden shiner
0
0
0
2
0
0
0
37
34 49
103
124 216
378
18
3
6
5
1
976
Emerald shiner
0
0
0
0
0
0
0
14
2
0
0
5
0
0
1
0
0
0
0
22
Spottail shiner
0 27
2
1
0
20
0
85
8 40
104 231 62
29
31
29
37
4
0
710
Sand shiner
0
0
0
0
0
0
0
0
0
1
0
0
0
0
0
0'
0
0
0
1
Bluntnose minnow
0
321 166
0
0
18
0
1086
679 1443 1998
1296
3726 2379
3515
680
343
32
5
17687
Fathead minnow
0
0 22
0
0 107
0
1420 160
104
460
185
2012
484
124 29
2 0
0 5109
Longnose dace
0
0
0
0
0
0
0
0
0
020301
0000
6
White sucker
1
0
0
0
0
1
0
16
1
1
2
3
1
1
0
2
0
1
0
30
Black bullhead
0
0
0
0
0
0
0
61
0
10
16
6
0
2
2
8
11
6
4
126
Yellow bullhead
0
00
0
0
00
01
0
0
0
0
.
0
0
201
4
Brook stickleback
0
0
0
0
0
0
0 512
209
29
11
5
1
0
0
0
0
0
0
767
Threespine stickleback
0
00
00
0
0
00010018
8
000
18
Ninespine
stickleback
0
0
1
0
0
25
0
0
0
0
0
0
0
00
0
0
1
0
27
Rock bass
0 1
2
0
0
0
0
1
1
620
92
91
4
4
2
2
64
Green sunfish
5
6
14
1
1
5
3
481
34 27 42 10
65 29
47
26 35 13 10
854
Pumpkinseed
1
0
2
0
0
3
0
38
2
3
5
6
2
64
014
0
0
86
Orangespotted sunfish
0
0
0
0
2
0
0
18
1
2
4
1
1
1
2
1
2
1
0
36
Bluegill
0 17 24
0
0
3
0
25
8 32
37 19 31 19
7
11 51 30 21
335
Largemouth bass
0
2
0
0
0
0
0
4
12
2 19
6
35
2
1
27
54
52 50
266
White crappie
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
01
Black crappie
0
000
0
10
37000100
0230
17
Green x Pumpkinseed
0
0
2
0
0
0
0
1
010
0
201
20
00
9
Green x Bluegill
0
0
0
0
0
0
0
0
0
0
11
0
01
2
110
7
Pumpkinseed x Bluegill 0
0
0
00
0
0
00
0
2
0000
0'2
10
5
Johnny darter
0
0
0
00
0
0
000
00100
0
000
1
Yellow perch
0
117
1
0
0
5
0 919
294
343
205
23
1
2
0
9
0
1
4
1924
Mottled sculpin
0
0
0
00
0
0
10102000
0000
4
Total Fish
418
1095
364
68 51
303
13
6508
1539
2748
3460
2549 6466
3687 4092 1029 666 238 149 35443
Total Species
6
13
13
6
4
16
2
23
21
24 24 25
22
22
22
19 18 20 15
39
Sample Events Per Year
3
3
1 2
2
21
53333
442
2
222
1Data for collection at Lincoln Street (River Mile 340.2).
2Data for collections from Bridge Street (River Mile 339.5) to Church Street (River mile 338.7).

 
METROPOLITAN WATER RECLAMATION DISTRICT OF GREATER CHICAGO
TABLE AI-2
NUMBER OF FISH COLLECTED FROM STATION 2 AT DEMPSTER STREET
(
RIVER MILE 338.2
)
ON THE NORTH SHORE CHANNEL FROM 1975 THROUGH 1996
Fish Species or
Year
Grand
Hybrid Cross
(
x)
1975
1976
1977
1979
19601
1985
1966 1987
1988
1989 1990
1991 1992
1993 1994
1995
1996
Total
Alewife
0
0
0 13
0
9
0
1
0
36
17
2 30
2
1
0
4
115
Gizzard shad
0
0
0
0
0
0
0
6
4
7
18
0116
0
2 11
24
188
Rainbow trout
0
0
0
fl
0
0
0
0
0
0
0
0
0
0
0
1
0
1
Chinook salmon
0
0
0
0
0
0
0
0
0
0
0
0
1
0
0
00
1
Rainbow smelt
0
0
0
0
0
3
319
0
0
2
0
00000
27
Goldfish
37 6
5
2
0
43
79
320
340
174
353
199 26
16
8
20
6
1634
Carp
4
3
2 17
0
12
3
15
71
7
17
23
3
3
8
10
2
200
Carp x Goldfish
20
7
0
8 0 15
15
18
41
14
59
36
3
9
12
21
4
282
Brassy minnow
0
0
0
0
0
0
0
1
0
0
0
0
00000
1
Golden shiner
0
0
0
0
0
4 29
75 117
275 171 166
20
9
8
5
5
884
Spottail shiner
'
0
0
0
0
0
3
10
12
9
4
29
3 17
8
25
0
3
123
Bluntnose minnow
0
0
0
0
0
4
41
38
9
51
75 404
100 20
3
2
4
751
Fathead minnow
0
1 0 25
0
424 154
194
244
1637
969
233
54
3
2
0
0
3940
White sucker
0
0
0
0
0
3
1
6
6
2
0
0
0
1
0
0
0
19
Oriental weatherfish
0 0 0 0
0
00
1003300010
8
Black bullhead
0
00
0
0
23 28 43
27
34
6
12
0
2
2
0
9
186
Yellow bullhead
0
0
0
0
0
0
0
0
0
0
00
00010
1
Brook stickleback
0
0
0 0
0
23
201
7 37
5
1
0
0
0
0
0
0
274
Threespine stickleback
0
0000
00
0000030060
3
Rock bass
0
0
0
0
0
0
0
0
1
00300000
4
Green sunfish
1 0
0
0
1
63
41
40
29 18
55 69
16
10
13
5
6
367
Pumpkinseed
0
0
0
0
0
4
015
8
1
214
410
5
7
3
73
Orangespotted sunfish
0
0
0
0
0
0
0
1 12
2
0
0
1
0
1
2
0
19
Bluegill
0
0
0
0
0
4
3 17 55
35
23
6
3
6
12
6
23
193
Largemouth bass
0 0
0
00
0502332
2
0
9
36
17
79
Black crappie
0
0
0
0
0
4
9
4
3
2
3
2
0
1
0
0
0
28
Green x Pumpkinseed
0
0
0
0
0
1
0
0
0
0
0
0
0
0001
2
Green x Bluegill
0
0
0
0
0
0
1
1
0
0
0
0
0
1
0
0
1
4
Pumpkinseed x Bluegill
0
0
0
0 0
0
0
0010
000001
2
Yellow perch
0
0
0
0
0
473 482 292
366 10
2
0
0
0
0
0
0
1625
Total Fish
62
17 7
65 1
1115
1105 1126 1381
2318 1808
1177 399
101 111
128
113
11034
Total Species
3
3
2
4
1
16
15
20 18
18 18 15
15 13
14
13
12
26
Sample Events Per Year
1
1
2
4
2
4
3
3
3
3
4
4-
2
2
2
2
2
iData for collections from Church Street
(
River Mile 338
.
7) to Oakton Street (River mile 337.2).

 
METROPOLITAN WATER RECLAMATION DISTRICT OF GREATER CHICAGO
TABLE AI-3
NUMBER OF FISH COLLECTED FROM STATION 3 AT TOUHY AVENUE (RIVER MILE 336.1) ON THE NORTH SHORE CHANNEL FROM 1974 THROUGH 1996
Fish Species or
Year
Grand
Hybrid Cross (x)
1974
1975 1976
1977
1979 1980
1984 1985
1986
1987 1988
1989
1990
1991
1992
1993
1994
1995
1996
Total
Alewife
0
0'
0
0
0
0
012
0
0
0
0
8
2
758
0
0
0
87
Gizzard shad
0 0
0
0
0
0
0
0
2 21
84 23 36
83
135
524
1
130
477
1516
Rainbow trout
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
1
Coho salmon
0
0
0
0
0
0
000000100000
01
Central mudminnow
0
0
0
0
0
0
0
000000000010
1
Goldfish
0
1
0
0
0
0
1 21
10
41
82 26
51
44
4
3
10
15
22
331
Carp
0
0
2
0
3
0
2
22
8
8
36
17
35
8
3
9
9
2
4
168
Carp x Goldfish
0
1
0
0
0
0
0
6
4
7 23
11
25
11
4
9
8
7
2
118
Golden shiner
0
0
000
0
0
0
3
9
191
158 60 54
30
11
40
5
1
562
Spottail shiner
0 0
10
00
0
0
2
8 43
6
2
39
27
10
6
0
0
144
Spotfin shiner
0
0
0
0
0
0
0
0
0
0
000010000
1
Bluntnose minnow
0
0
0
0
0
0 12
0
0
7 20
2
0
106
7 10
1
0
0
165
Fathead minnow
0
0
0
0
0
1
71
13
0
2177 39
3 14
2
0
0
0
0
322
Longnose dace
0
0
0
0
0
020
0000100
0000
3
White sucker
0
0
00
0
0
0
4
3
118
1
3
2
0
7
3
3
3
48
Oriental weatherfish
0 0 0
000
00
0010
0
000100
2
Threespine stickleback
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
2
2
Black bullhead
0
0
0
0
0
0
1
17
5
6
1
2
4
8
0
1
1
1
0
47
Brook stickleback
0
0
0
0
0
01810
8
311
9
1
0
0
0
0
0
0
60
Rock bass
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
0100
2
Green sunfish
0
4
0
0
2
4
7
3
2
8
2
0
23
31
6
7
3
0
0
102
Pumpkinseed
0
0
0
0
0
001004
0
1
0
0
1
5
0
0
12
Orangespotted sunfish
0
00000
0
0
0
015
1
0
0
0
0
0
0.0
16
Bluegill
0
1
0
b
0
0
0
1
1
1
B
9
6
7
0
8
9
15
2
68
Largemouth bass
0
0
0
0
000120
1132
1
0 11
30
16
68
Black crappie
0
0
0
0
0
0
0
0
2
1
1
5
7
5
0
2
1
2
0
26
Green x Pumpkinseed
0
0
0
00000000002
00000
2
Green x Bluegill
0
0
0
00000
00000000110
2
Yellow perch
0 0
0
0
0
0
2
126
391
0
0
0
0
0
0
0
0
123
0
Total
Fish
0
7
3
0
5
5
116 112
78
126
809 310 270
419
227
660
111 213 529
4000
Total Species
0
3
2
0
2
2
9
12 13
14 18
14 17
15
11 13
15
11
8
25
Sample Events Per Year
I
1
1
2
2
2
1
4
3
3
3
4
4
422
2
22

 
METROPOLITAN WATER RECLAMATION DISTRICT OF GREATER CHICAGO
TABLE AI-4
NUMBER OF FISH COLLECTED FROM STATION 4 AT PETERSON AVENUE
(
RIVER MILE 334.6) ON THE NORTH SHORE CHANNEL FROM 1974 THROUGH 1996
Fish Species or
Year
Grand
Hybrid Cross (x)
1974 1977 1979 19801
1984 1985
1986 1987 1988 1989
1990
1991
1992 1993
1994
1995
1996
Total
Alewife
0
0
0
0501013231010
17
Gizzard shad
0
0
0
0
0
0
2
3
9
28
158
49
4
0
13
75
341
Central mudminnow
0
0
0
0
0
00000300000
3
Goldfish
0
0•
0
7
13
10
3
64
32
8
19
3 10
8
4
1
182
Carp
0
2
2
6
27
22
1
18
3
2
5
0
2
3
4
0
97
Carp x Goldfish
0
1
1
2
7
4
0
8
4
4
6
0
3
4
1
0
45
Golden shiner
0
0
0
1
0
1
23
12
2
3
S
3
7
11
0
1
72
Emerald shiner
0
0
0
0
0
0
2
0
0
1
0
0
0
0
0
0
3
Bigmouth shiner
0
0
0
1
0
0000
0000000
1
Spottail shiner
0
0
0
1
0
3
4
31
1
1
124
14
4
0
0
0
183
Sand shiner
0
0
0
0
0
0
2
0
0
0
0
0
0
0
0
0
2
Bluntnose minnow
0
0 100
1
8 155
49
1
0
313 17
17
6
0
0
667
Fathead minnow
0
0
171
32
1 115 34
0
1
35
4
1
0
0
0
394
Longnose dace
0
0
6
0
0
1
0
0
0
0
0
0
000
7
Creek chub
0
0
0
0
0
0
1
0
00
0000
0
1
White sucker
0
0
0
1
0
0
7
-
4
1
9
0
0
1
3
0
26
Oriental weatherfish
0
0
0
0
0
0
0
0
0
1
0
0000
1
Black bullhead
0
0
0
0
0
2
9400240000
0
21
Brook stickleback
0
0
0
0
68
3
2
53
13
11
1
0
0
0
0
0
0
151
Threespine stickleback
0
0
0
0
00
000
0
0
0
1
0
0
0'
1
2
Green sunfish
0
0
4
0
0
46
10
35
25
4
7
38
6
12
5
8
0
200
Pumpkinseed
0
0
0
00000110100000
3
Orangespotted sunfish
0
0
0
0
0
0
0
0
6
0
0
2
0
0
1
1
0
10
Bluegill
0
0
0
0
2
2
2
20
7
2
3
15
2
12
15
6
7
95
Largemouth bass
0
0
0
0010
1
0
1,
4
0
3
2
3
30
15
60
Black crappie
0
0
0
0
0
0
3
1
0
0
2
1
2
3000
12
Green x Pumpkinseed
0
00
000010
00000000
1
Green x
Bluegill
0
0
0
0
0
01
00000000
00
1
Yellow perch
0
00
02
1'106
2
43
1
0
0
0
0
0
0
0
155
Total Fish
0
0
7
3 367
141 182 426
322
77 71
744 107 78
57
71 100
2753
Total Species
0
0
2
1
it
12
12
18
15
14
15
17
12
12
9
9
6
26
Sample Events
Per Year
1
2
2
12
43
3334422222
iData for collections from Peterson Avenue to Foster Avenue (River Mile 333.6).

 
METROPOLITAN WATER RECLAMATION DISTRICT OF GREATER CHICAGO
TABLE AI-5
NUMBER OF
FISH COLLECTED FROM STATION 5 AT WILSON AVENUE (RIVER MILE 332.7)
NORTH BRANCH
CHICAGO RIVER FROM 1975
THROUGH 1996
Fish Species
or
Year
Grand
Hybrid Cross (x)
19751 1976
1977
19791
1985
1986 1987 1988
1989 1990 1991
1992
1993
1994
1995
1996
Total
Bowfin
0
0
0•
0
0
0
0
0
00
0
0
010
01
Alewife
0
0
0
041
0
2
1
1
1
1
0
0
0
0
11
Gizzard shad
1
0
0
00
0
5
94
5
8
62
20
5
0
42
18
260
Central mudminnow
0
0000
010
00
000000
1
Goldfish
21
1
1
0
22
12
29
113
82
26
Be
8
26
17
13
16
475
Carp
12
0
3
4
22
11
1s
39
14
23
35
9
27
12
18
12
259
Carp x Goldfish
1
0
0
0
5
0
1
23
4
8
24
5
10
1
1
0
83
Golden shiner
0
0
0
0
0
0
1
9
6
8
51
2
it
1
6
8
103
Emerald shiner
0
0
0
0
0
0
01
01
2
01000
5
Spottail
shiner
0
0
0
0
1
025104
3
0
0
1
0
17
Bluntnose minnow
0
0
0
0
0
0
16
2
6
1
44 185
15
1
0
0
270
Fathead minnow
0
0
0
0
18
0
1
17
4
0
4
1
0
0
0
0
45
White sucker
0
00000
00
0
0
2
1
3
3
4
0
13
Oriental weatherfish
0
0
0
0
0
0
0
0
0
00100
00
1
Black bullhead
0
1
0
0
33
8
3
05
3
0
00
0
1
27
Brook stickleback
0
0
0
0
6
314
6
0
0
0
0
0
0
0
0
29
Threespine
stickleback
0
0
0
0
0000000
0
0001
Green sunfish
6
0
0
0
25
4
28
16
5 12
56
8
28
4
9
5
206
Pumpkinseed
0
0
0
0
0
0
0
0
208
0
1
0
0
1
12
Orangespotted
sunfish
0
0
0
0
2
0
0
3
1
100
0
0
1
08
Bluegill
0
1
0
0
1
1
45
40
13
9
22
3
11
9
26
41
222
Largemouth
bass
1
0
0
0
0
0
1
0
2
3
3
1
6
8
43
45
113
Black crappie
0
1
0
0
0
0
0
1
0
3
2
0
0
2
1
0
10
Green x Orangespotted
0
0
0
0001
00000
00
00
1
Green x Pumpkinseed
0
0
0
0
0
0
3
2
0
0
0
0
0000
5
Green x Bluegill
0
00
0000
002
3
0
00
0
05
Pumpkinseed
x Bluegill
0
0
000000001
0
00
00
1
Yellow perch
0
0
0
0
2
1
0
97
0
0
0
0
0
0
0
0
100
Total Fish
42
4
4
4
111 36 174
473 146 111 415 248
144
59
165 148
2283
Total Species
5
4
2
1
11
8
13
16
13
13
16
13
11
10
11
10
22
Sample Events
Per Year
1
1
2
1
4
3
3
3
3
4
4
2
2
2
2
2
'Data from fish collection at the junction of the North Shore Channel with the North Branch Chicago River
(
River Mile 333.5).

 
METROPOLITAN WATER RECLAMATION
DISTRICT
OF GREATER
CHICAGO
TABLE AI-6
NUMBER OF FISH COLLECTED FROM STATION 6 AT GRAND AVENUE
(RIVER MILE 326.0
)
NORTH BRANCH CHICAGO RIVER FROM 1975 THROUGH 1996
Fish Species or
Year
Grand
Hybrid Cross (x)
19751 1976
19771
1977
19802 19803 1985 1986 1987
1988
1989 1990 1991 1992
1993 1994 1995
1996
Total
Alewife
0
0
0
0
1
0
010
1234
1
7
8
0
13
41
Gizzard shad
0
0
0
0
0
0
5
12
16
114
12
15
15
202
25
3 43
0
462
Rainbow trout
0
0
0
0
0
0
.
0
2
2
0
0
0
0
00
000
4
Brook trout
0
0
0
0
0
0
0
0
0
0
00000
001
1
Rainbow smelt
0
0
0
0
0
0
1100
00000000
2
Goldfish
6
0
1
0
0
0
5
0
2 28
34
57
18
25
7
22
15
14
234
Carp
0
0
0
0
0
0
15
24
4
22
20
35
50 24 21
51
20
23
309
Carp x Goldfish
0
0
0
0
0
0
1
0
2 12
7 15
20
7
6
8
7
1
86
Golden shiner
0
0
0
0
0
0
1
0
0
2
1
1
4
0
0
0
0
0
9
Emerald shiner
0
0
0
0
0
0
0003
25011
003
15
Spottail shiner
2
0
0
0
0
0
0
13
1
63010
00
0
17
Sluntnose minnow
0
0
0
0
0
0
0
6
14
9
11
26
15
25
0
0
0
0
106
Fathead minnow
0
0
0
0
0
0
2
1
1
00
000000
04
Black bullhead
0
0
0
0
0
0
71
1101101000
13
Yellow bullhead
0
0
0
0
0
0
000001000000
1
Threespine stickleback
0
0
0
0
00
0
0
0
0
0
1
0
0
0
0
061
62
White perch
0
0
0
0
0
0
00000000
1
200
3
Rock bass
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
001
1
Green sunfish
2
0 0
0
01
2
4
4
1
0
5
it
1
2
1
1
2
37
Pumpkinseed
0
0
0
0
0
0
0
0
0
0
0
0
2
1000
03
Orangespotted sunfish
0
0
0
0
00
000100000000
1
Bluegill
0
0
0
0
0
0
2
3
4
6
5
9123
3
1
5
9
62
Largemouth bass
0
0
0
0
0
0
1
1
1
1
2
6
1
3
4
4
37
24
85
Black crappie
0
0
0
0
0
0
0
1
0
0
0
1
0
0
0
000
2
Green x Bluegill
0
0
0
0
0
0
0
0
0
0
0
6
,
0
0
1
0
0
0
1
Pumpkinseed x Bluegill
0
0
0
0
0
0
0000010
0
00
00
1
Yellow perch
1
0
0
0
2
0
47
9
15125
1
0
0
0
0
0
0
0
200
Total Fish
11
0
1
0
3
1
89 ' 67 69 327 103
185
153 294
79
100
128
152
1762
Total Species
4
0
1
0
2
1
11 14
12
14
11 15
11
11
10 .
8
6
10
24
Sample Events Per Year
1
1
2
2
1
1
44
3444422222
iData from fish collection at Diversey Avenue (River Mile 330).
2Data from fish collection at North Avenue
(
River Mile 327.8).
3Data from fish collection at Chicago Avenue
(
River Mile 326.5).

 
METROPOLITAN WATER RECLAMATION DISTRICT OF GREATER CHICAGO
TABLE AI-7
NUMBER OF
FISH COLLECTED FROM STATION 7 AT DAMEN AVENUE (RIVER MILE 321.1) ON THE CHICAGO SANITARY
AND SHIP CANAL FROM
1975 THROUGH 1996
Fish Species
or
Year
Grand
Hybrid Cross (x)
1975 1977
1985
1986
1987
1988
1989
1990
1991
1992 1993
1994
1995 1996
Total
Alewife
0
0
5
146
2
4
0
0
7
0
0
0
0
65
Gizzard shad
0
0
1
2
6
13
7
5
16
71
19
2
20
38
200
Rainbow trout
0
0
1-
0
1
000
000000
2
Rainbow smelt
0
0
23
2
20
0
0
0
1
000
0
0
46
Central mudminnow
0
0
0
0
2
0
0
0
0
0
0
0
0
0
2
Goldfish
0
0
58
28
39
123
81
107
203
204
44
12
20
5
924
Carp
0
0
41
49
53
57
113
166
151
84
31
86
69
41
941
Carp x Goldfish
0
052
6
5
4
3
3
1
4
2
2
0
37
Golden shiner
0
0
1
1
4
13
11
12
31
18
13
3
3
0
110
Emerald shiner
0
0
0
0
547
4
0
1
2
0
0
0
0
59
Spottail shiner
0
0
1
0
2
5
3
0
0
4
0
0
0
0
15
Bluntnose minnow
0
0
5
0
2
29
7
24
71
354.
12
6
1
0
511
Fathead minnow
0
0
7
0
1
4
1
0
2
6
0
0
3
0
24
White sucker
0
0
0
0
1
0
0
.0
0
0
0
0
0
0
1
Black bullhead
0
0
24
43
46
33
27
11
0
0
2
1
1
0
188
Threespine
stickleback
0
0
0
0
0
0
0
0
1
0
0
0
0
1
2
White perch
0
0
0
0
0
0
1
0
0
0
0
0
0
0
1
Green sunfish
0
0
6
3
1
0
1
3
3
2
2
1
0
1
23
Pumpkinseed
0
0
0
0
0
0
0
1
5
6
0
2
1
1
16
Orangespotted sunfish
0
0
0
0
0
2
0
0
O
0
0
00
02
Bluegill
0
0
5
2
38
8
5
8
10
5
1
0
0
4
86
Largemouth
bass
0
0
0
0
5
7
10
16
37
5
9
8
36
10
143
Black crappie
0
0
0
1
2
0
0
0
0
1
0
1
0
1
6
Green x Bluegill
0
0
0
1
0
0
0
0
0
0
0
0
0
0
1
Yellow perch
0
0
22
12
17
175
82
0
0
0
0
0
0
0
308
Total Fish
0
0 205
147
297
523
361
356
535
770 137
124
156 102 3713
Total Species
0
0
14
li
19
14
15
10
12
14
9
10
9
9
23
Sample Events
Per Year
1
2
4
4
4
4
4
4
4
2
22
2
2

 
METROPOLITAN WATER RECLAMATION DISTRICT OF GREATER CHICAGO
TABLE AI-8
NUMBER OF FISH COLLECTED FROM STATION 8 AT CICERO AVENUE
(
RIVER MILE
FROM 1974 THROUGH 1996
317.3)
ON THE CHICAGO SANITARY AND SHIP CANAL
Fish Species or
Year
Grand
Hybrid Cross
(
x)
1974 1975
1976
1977
1985
1986
1987 1988 19
89
1990
1991
1992
1993 1994 1995 1996
Total
Alewife
0
0
20
00
0
2
2
1
1
3
0
1
0
0
12
Gizzard shad
0
0
0
0
0
0
9
24
1
4
32
12
153
6
9
41
291
Rainbow smelt
0
0
0
0
5
1
1
2
10
1
0
0
0
0
0
0
20
Goldfish
0
0
7
0
84
81
47
704
330
382
337
41
41 36
38 19
2147
Carp
0
0
3
0
36
32 113
126
110
183
197
37
93 106
134 107
1277
Carp x Goldfish
0
0
4
0
2
8
3
16
9
5
13
3
2
6
6
6
63
Golden shiner
0
0
0
000
26
16
2
4
2
3
2
0
28
Emerald shiner
0
0
0
0
0
1
231
5
2
0
8
0
0
0
0
49
Spottail shiner
0
0
0
0
0
0
0
12
1
1
18
0
1
0
0
0
33
Bluntnose minnow
0
0
0
0
0
0
1
39
10
152 435 ill
11 123
19
0
901
Fathead minnow
0
0
0
0
3
3
0
9
3
10
10
5
1
16
2
0
62
Creek chub
0
0
0
0000000001000
1
Black bullhead
0
0.
0
0
5
15
4
1
5
420
0
1
0
0
37
Yellow bullhead
0
00000000
0
0
0.'0
0
1
0
1
Mosquitofish
0
0
0
0
0
0
0
1
0
0
0
0
0
0
0
0
1
3y
Brook stickleback
0
0
00
0
010100
00000
2
!-1
Threespine stickleback
0
0
0
0
0
0
0
1
000
00001
2
Green sunfish
0
0
0
0
2
0
2
0
0
1
3
5
0
1
2
0
16
OO
Pumpkinseed
0
0000000013200
10
7
Bluegill
0
0
0
0
0
0
2
1
1
0200
0
20
8
Largemouth bass
0
0
00
00
0
0
0
1
9
7
0
13
33
16
79
Black crappie
0
0
1
0000
00010
0
001
3
Yellow perch
0
0
0
0
0
21
15 205
82
0
0
00
0
0
0
323
Total Fish
0
0
17
0 137
162 202 1180
57
1
754
1065
238 305 312
249
191
5383
Total Species
0
0
4
0
6
7
12
15
14
14
14
11
8:
10
11
6
22
Sample Events Per Year
1
1
1
2
3
4
4
4
4
4
4
2
2
2
2
2

 
METROPOLITAN WATER RECLAMATION DISTRICT
OF GREATER
CHICAGO
TABLE AI-9
NUMBER OF FISH COLLECTED FROM STATION 9 AT HARLEM AVENUE (RIVER
MILE 314.0)
ON THE CHICAGO SANITARY AND SHIP CANAL
FROM 1974 THROUGH
1996
Fish Species or
Year
Grand
Hybrid Cross (x)
1974 1975 1977
19771
1985
1986 1987 1988
1989
1990
1991
1992 1993
1994
1995
1996
Total
Alewife
0
0*
0
0
0
011
0
0
002
0
0
0
0
13
Gizzard shad
0
0
0
0
1
0
2
62
11
1
6
30
3
0
15
41
172
Brown trout
0
0
0
0
0
0
0
0
0
0
1
0
0000
1
Chinook salmon
0
0
0
0
0
0
0
0
1
0
0
0
0
0
0
0
1
Rainbow smelt
0
0003010000
0
0000
4
Central mudminnow
0
0
0
0
2
0
0
0
0
0
0
0
0
0
0
0
2
Grass pickerel
0
0
0
0
0
0
0
1.
0000
000
01
Goldfish
0
0
0
0 238
45
166 219
169
133
62
83
1
8
19
4
1147
Carp
0
2
1
5
103
34
63
101
76
79
70
31
14
27
67
55
728
Carp x Goldfish
0
0
0
012
0
5
6
0
2
1
1
0
1
2
0
30
Golden shiner
0
0
0
0
0
0
1
1
0
1
14
2
0
0
0
0
19
Emerald shiner
0
0
0000
0
6
7
015
1
0
1
0
0
30
Spottail shiner
0
0
0
0
3
3
0
1
2
0
0
16
2
0
0
0
27
Bluntnose minnow
0
0
0
0
1
1
12 27
68 33
122 263 264
99
0
1
891
Fathead minnow
0
0
0
0
2
0
0
3
0
0
12
9
33
14
1
0
74
Black bullhead
0
0
0
0
2102
000
0
0000
5
FI
Yellow bullhead
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
1
I
Threespine stickleback
0
0
0
0
0
0
000000
0005
5
lfl
Rock bass
0
0
0
0
0
00000010000
1
Green sunfish
0
0
0
0
3
0300
0100000
7
Pumpkinseed
0
0
0
0
000000400000
4
Bluegill
0
0
0
010
0
1
0
0
0
0
1.
0
04
7
Largemouth bass
0
0
0
0
0
0
0
0
.0
0
0
0
0
0
313
16
Yellow perch
0
0
0
0
41
2132
3
54
0
0
0
0
0
0
0
232
Total Fish
0
2
1
5 412
86
396
433 388 249 308 439 316 150
107
124
3418
Total Species
0
1
1
1
12
6
9
12
8
5
10
10
7
5
5
8
23
Sample Events Per Year
1
1
2
2
4
44444
422222
10ata for collections at the C & IW Railroad Bridge (River mile 314.8).

 
METROPOLITAN WATER RECLAMATION DISTRICT OF GREATER CHICAGO
TABLE AI-10
NUMBER OF FISH COLLECTED FROM STATION 10 AT WILLOW SPRINGS ROAD
(
RIVER MILE 307.9
)
ON THE CHICAGO SANITARY AND SHIP CANAL
FROM 1974 THROUGH 1996
Fish Species or
Year
Grand
Hybrid Cross
(x)
1974
1975 1976
1977 1985
1986 1987 1988
1989
1990 1991
1992
1993
1994
1995 1996
Total
Gizzard shad
0
0
0
0
0
1
092
1
0
1
6
0
0
0
2
103
Rainbow smelt
0
0
0
0
1
0
0
0
000
00000
1
Central mudminnow
0
0
0
0
000
0
01100100
3
Goldfish
0
0
1
1
52 178 285 395
200 34
29
8
17 35
4
0
1239
Carp
0
0
1
2
5
16
16
24
22
65
23
15
5
29
25
40
268
Carp x
Goldfish
0
0
0
0
0
0
1
0
1
0
3
10000
6
Emerald shiner
0
0
0
0
00
01
0
8
0
0
0
0
1
0
10
Spottail
shiner
0
0
0
0010011
10
010
05
Bluntnose minnow
0
0
0
00
0
1
13
2
28
29
76 119
132
33
2
435
Fathead minnow
0
0
0
0
0
0
0
2
0
1
0
2
4 262
4
0
275
Black bullhead
0
0
0
0110020000000
4
Yellow bullhead
0' 0
0
00000
0
0000010
1
Mosquitofish
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
0
1
Green sunfish
0
0
0
0
0
0
3
0
0
2
8
0
0
2
4
0
19
Pumpkinseed
0
0
0
0
0
1
0
0
0
0
2
0
0
0
0
3
6
Bluegill
0
0
0
0
0110
01010011
6
Largemouth bass
0
00
0
0000112
1
1
3
5
9
23
Black crappie
0
0
0
0
0
0
0
1
0
0
0
00000
1
Green x Pumpkinseed
0
000000000
10
0
0
00
1
Yellow perch
0
0
0
0
1
2
5
3
10
0
0
0
0
0
0
0
21
Total Fish
0
0
2
3
60 201
312
531
240
142 100 . 110 146
466 78
57
2448
Total Species
0
0
2
2
5
8
6
8
8
10
9
7
5
9
9
6
18
Sample Events Per Year
1
1
1
2
3
4
3444
42
2
22
2

 
METROPOLITAN WATER RECLAMATION DISTRICT OF GREATER CHICAGO
TABLE AI-11
NUMBER OF FISH COLLECTED FROM STATION 11 AT 16TH STREET IN LOCKPORT (RIVER MILE 292.1) ON THE
CHICAGO SANITARY AND SHIP CANAL FROM 1975 THROUGH 1996
Fish Species or
Year
Grand
Hybrid Cross (x)
1975
1976 1977
1985 1986
1987 1988 1989 1990 1991
1992
1993
1994 1995 1996
Total
Bowfin
0
0
0
0
0
1
000000000
1
Alewife
0
0
0
006000010100
8
Gizzard shad
0
0
0
0
0
0
290 41 10
11
23
143 34
37
67
656
Central mudminnow
0 0
0 0
800000
00000
8
Grass pickerel
0
0
0
1
0
0
0
0
0
0
0
0
0
0
0
1
Goldfish
0 38
1 11
14
29
9
8
8
17
2
3 23*
2
1
166
Carp
0
15
20 24
30 41 19
32
41 55 14
36 19 37 60
443
Carp x Goldfish
0
6 0
4
122502
02
10
2
27
Golden shiner
0
0
0
0
0
0
1
02201000
6
Emerald shiner
0
0
0
0
1
0
98
83
4
3
0
1
0 0
0
190
Spottail shiner
0
0
0
0
0
0
0 1
0 0
1
0000
2
Bluntnose minnow
0
0
0
2 0
1 3
00001010
8
Fathead minnow
0
00000100000010
2
Creek chub
0
0
0
0
0
0
1
0
0
0
0
0
0
0
0
1
White sucker
0
0
0
0
0
0
1
0
0
0
00000
1
Black bullhead
0 4
0
5210020000
0
0
14
Yellow bass
0
0
0
0
0
0
00
00
06
00
0.
6
Green sunfish
0
0
0
1
1
2
2
1 32
3
0
0
0
4
1
47
Pumpkinseed
0
0
0
000000300000
3
Orangespotted sunfish
0
0
0
0
0 0
1
0
0 0
000
0
0
1
Bluegill
0
0
0
2
5
0
1
1
0
1
0
1
1
0
2
14
Largemouth bass
0
0
0
0
0
0
0
0
1
6
0
0
5 2
11
25
Black crappie
0
1
0
1
0
0
0
0
1
0
0
0000
3
Yellow perch
0
0
0 2
5 6
1 it
0
0
0
0
0
0
0
25
Total Fish
0
64
21 53
67
89 430 183
101 103
41
194
84
84 144
1658
Total Species
0
4
2
9
8
8
13
8
9 9
5
8 6'7
6
23
Sample Events Per Year 1
1
2
3
4 3
4 4
4 4
2
2
2
2
2

 
METROPOLITAN WATER RECLAMATION DISTRICT OF GREATER CHICAGO
TABLE AI-12
NUMBER OF FISH COLLECTED FROM STATION 12 AT 130TH STREET (RIVER MILE 327.0) ON THE CALUMET RIVER FROM 1976 THROUGH 1996
Fish Species or
Year
Grand
Hybrid Cross (x)
1976 1977
1980
19831 1985
1986 1987
1988 1989
1990
1991
1992
1993
1994
1995
1996
Total
Alewife
4
0
2
0
0
0
0
0
20
28
1
0
2
0
0
0
57
Gizzard shad
16
5
19
82
47
3
26
506 156
333
117
78
60 32
47
102
1629
Rainbow trout
0
0
0
0
0
01000000000
1
Chinook salmon
0
0
0
0
0
0
0
0
04000000
4
Rainbow smelt
0
0
0
0
100001000000
2
Grass pickerel
0
0
0
000010
0000000
1
Goldfish
6
7
1
8
1
0
1
4
3
6
1
3
0
1-1
1
44
Grass carp
0
0
0
0
000000100000
1
Carp
22 15
2
18
14 32
16
45
45
37
19
9
10
5
4
20
313
Carp x Goldfish
0
1
0
0
000013010000
6
Golden shiner
0
2
1
8
12
0
4
0
2
1
1
0
0
0
0
3
34
Emerald shiner
51
7
2
0
0
0
618
17 223
4
0
6
0
1
57
394
Spottail shiner
0
3
2
0
9
0
2
0
0
1
1
0
0
0
0
0
18
Sand shiner
0
0
2
0
3
0
0
0
0
1
0
0
0
0
0
0
6
Bluntnose minnow
784 60 452 165
1521
333
568
555
76 85
67
1
2
10
28
37
4744
Fathead minnow
0
0
8
1
15
2
1
1
1
23
2
0
0
0
0
0
54
Quillback
0
0
0
0
000010200000
3
White sucker
0
0
0
0
1
2
0
2
1
5
1
2
0
1
0
6
21
Black buffalo
0
0
0
0
0
0
0
0
0
0
1
0
0
0
0
0
1
Black bullhead
0
0
0
3
2
000000000
0
05
Channel catfish
0
0
0
0
1
1
0
0
0
0
1
0
0
0
0
0
3
White bass
0
0
0
0
000010100000
2
White perch
0
0
0
0
1
0
24
20
69
114
36
18
5
4
0
7
290
Rock bass
0
0
0
0
00
00
0
0
00
2
2
46
14
Green sunfish
14
2 14
61
29
17
52
36
14
12
20
9
7
5
1
2
295
Pumpkinseed
4
0
5
70
23
17
11
27
31-
4
20 24
12
4
4
3
259
Orangespotted sunfish
0
1
5
164
23
22
10
1B
1
00000
0
0
244
Bluegill
0
0
1
10
1
2
8
30
35
15
25
5
1
1
8
2
144
Smallmouth bass
0
0
0
0
0
0
0
0
0
0
1
0
1
3
418
27
Largemouth bass
41
2
5
34
20
19
34
85
42
26
45
23
13
63
16
29
497
White crappie
0
0
0
5
0
0
0
0
0
0
0
0
0
000
5
Black crappie
1
0
27
1
1
0
0
0
0
0.
0
0
0
0
0
12
Green x Pumpkinseed
0
0
0
0
0
0
1
2
0
0
1
0
0
0
0
0
4
Green x Bluegill
0
0
0
0
0
0
0
0
1
1
0
0
0
0
00
2
Pumpkinseed x Bluegill
0
0
0
0
0
0
0
0
0
1
0
0
0
0
U
0
1
Pumpkinseed x Orangespot
.
0
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
1
Johnny darter
0
0
0
0
0
0
1
0
0
0
000
000
1
Yellow perch
12
4
68
5
153
323
13
62
16
0
0
0
0
0
0
0
656
Freshwater drum
0
0
0
0
0
0
0
0
20102020
7
Round goby
0
0
0
0
0
0
0
0
0
0
0
0
0
3
1
0
4
0
0
Total Fish
955
109
591 642
1878
774 779 1412
535
924 369
173
125
134
121 293
9814
Total Species
11
11
17 15
20 13
17
15
19
18
22
10
13
13
13
14
35
Sample
.
Events Per Year
1
2
1
1
3
3
3
4
4
4
4222
22
1Data from a collection in Lake Calumet.

 
METROPOLITAN WATER RECLAMATION DISTRICT OF GREATER CHICAGO
TABLE AI-13
NUMBER OF
FISH COLLECTED FROM STATION 13 AT O'BRIEN LOCK AND DAM (RIVER MILE
326.2)
ON THE CALUMET RIVER
FROM 1974 THROUGH 1996
Fish Species or
Year
Grand
Hybrid Cross (x)
1974
1975
1977
1985
1986
1987 1988
1989
1990
1991
1992
1993
1994
1995
1996
Total
Bowfin
0
0
0
1
0
0
0
0
0
0
0
0
0
0
0
1
American eel
0
0
0
0
0
0
0
1
0
0
0
0
0
0
0
1
Alewife
0
0
0
6
2
0
7 638
13
0
0
0
0
0
0
666
Gizzard shad
32 177
.
12 25
8
113 798
136
154 101
118
153
13
4
69
1913
Rainbow trout
0
0
0
0
1
0
1
0
000000
0
2
Coho salmon
0
0
0
00100
0000000
1
Chinook salmon
0
0000010
110
0
000
3
Rainbow smelt
0
0
00
03
00
0000
000
3
Goldfish
2
9
0
2
1
2
4
18
3
6
2
3
7
4
0
63
Carp
28
42
12
92
51
30
83
61
32
38
29
3
6
14
52
573
Carp x Goldfish
1
3
5
6
0
0
05
11
2
1
1
0
0
26
Golden shiner
0
5
0
0
0
1
416
1
6
713
5
0
0
58
Emerald shiner
0 130
1
20
29
0
Be
4
12
87
2
0
1
6
36
416
Spottail
shiner
0
0
0
1
0
3
2
31
0
1
0
0
0
0
0
38
Sand shiner
0
0
001000
0000000
1
Bluntnose minnow
0 167 35 882 200
563
191
47
29
137
49 82
155 157
103
2797
Fathead minnow
0
0
0
13
49
9
2
0
1
6
0
1
0
0
0
81
Central stoneroller
0
0
0
0
0
0
1
0
0
0
0
0
0
0
0
1
White sucker
0
0
0
0
0
0
0
2
0
1
1
3
7
12
4
30
Black bullhead
0
0
0
0
0
1
0
0
0
1
0
0
0
1
0
3
Channel catfish
0
0
00
0012
0100
000
4
White perch
0
0
0
0
0
2
26
64
11
17
2
1
0
0
0
123
Rock bass
0
0
0
00000
0000113
5
Green sunfish
0
3
29 23
39
66
44
39 103 123
7
22
9
5
6
518
Pumpkinseed
0
1
7
7
10
13
55
37
7
49
34 14
12
12
8
266
Warmouth
0
0
0
0
0
0
0
10000
0
00
1
Orangespotted sunfish
0
0
1
12
3
13
27
B
0
0
2
0
0
1
0
67
Bluegill
0
2
2
1
10
9
31
45
12
110
28
22
6
28
20
326
Smallmouth bass
0
0
0
0
0
0
0
00000004
4
Largemouth bass
1 17
7
it
15
30
23
.27
14 84
35
90
87
63
66
570
White crappie
0
0
00
0000
0001
000
1
Black crappie
0
0
0
5
7
2
1
0
2
2
2
0
1
1
3
26
Green x Orangespotted
0
0
0
0
0
0
0
0
1
0
0
0000
1
Green x Pumpkinseed
0
0
0
0
1
2
0
1
1
4
0
1
0
0
0
30
Green x Bluegill
0
0
0
0
0
2
0
0
2
4
1
0
0
0
1
10
Pumpkinseed x Orangespotted
0
0
0
02
20400
000
00
8
Pumpkinseed x Bluegill
0
0
0
0
0
0
2
1
0
0
1
0
0
00
4
Bluegill
x Orangespotted
0
0
0
0
0
0
3
0
0
0
0
0
000
3
Yellow perch
18
37
0
104
100
169
32
13
4
1
1
2
0
0
0
481
Freshwater drum
0
0020
0100003
00
0
6
Round goby
0
0
0
0
0
0
0
0
0
0
0
0
0
4
0
4
Total Fish
82 593 111 1213
529
1036
1428
1201
404
781
323
415 311' 313
375
9115
Total species
5
11
9
17
16
18
22
19
16
19
15
15
13
15
12
34
Sample Events
Per Year
1
3
2
3
3
3
4
4
4
4
2
2222

 
METROPOLITAN WATER RECLAMATION DISTRICT OF GREATER CHICAGO
TABLE AI-14
NUMBER OF FISH COLLECTED FROM STATION 14 AT ROUTE I-94 (RIVER MILE 324
.
7)
ON THE LITTLE CALUMET RIVER FROM 1975 THROUGH 1996
Fish Species or
year
Grand
Hybrid Cross
(
x)
1975 1976
1977 19771
1985
1986
1987 1988 1989 1990
1991 1992
1993
1994
1995
1996
Total
Alewife
0
000
0
0
0
7
3
0
0
0
7
0
20
19
Gizzard shad
32
47
31
61
159
45
207
370
132 154
511
100
290
53
68
166
2426
Rainbow smelt
0
0
0
0
0
1
0
0
0
0000000
1
Grass pickerel
0
0
00010
000000000
1
Goldfish
60
19
6
20
27
8
27
202
70 31
34 11
24
14
0
1
554
Carp
19
24
31 67
45
22
17
52
60
58
66 38
12
17
28
18
574
Carp x Goldfish
2
7
9
3
1
0
3
6
13
6
11
1
0
3
4
0
69
Golden shiner
1
0
0
0
0
0
5
2
9
13
6
2
•4
2
0
1
45
Emerald shiner
30 10
32
3
0
0
3
167
20 255
22
75
6
27
7
21
678
Spottail shiner
0
0
00
00
082
7
1
15
1
0
0
0
0
33
Bluntnose minnow
16
5
14
4
298 14
33
8
0
1
10
57
3
15
1
29
508
Fathead minnow
1
0
0
1
9
1
1
3
0
1
0
0
0
0
0
0
17
White sucker
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
0
1
Black bullhead
0
0
0
1102
11
42
010
0
0
13
Channel catfish
0
0
0000
0000010000
1
White perch
0
0
0
0
0
0
6
71
.
46
92
43
50
12
29
21
10
380
Yellow bass
0
0
0000000
0000107
B
Green sunfish
0
1
0
11
0
0
1
0
1
0
2
0
0
0
01
17
Pumpkinseed
0
1
0
0
7
0
19
19
14
18
10
64
7
27
20 51
257
Orangespotted sunfish
0
0
0
0
1
0
1
12
2
0
0
0
0
0
0
0
16
Bluegill
3
0
0
0
1
0
518
7
2
3
8
2
3
0
4
56
Largemouth bass
it
0
4
2
3
7
6
7
2
1
12
5
12
15
9
12
108
Black
.
crappie
0
0
0
0
0
0
0
1
0
0
0
0
0
0
0
0
1
Green x Pumpkinseed
0
0
0
0
0
0
0
0
0
0
1
1
0
0
0
0
2
Yellow perch
0
0
0
0
92
6
6
10
1
0
0
0
0
0
0
0
115
Freshwater drum
0
0
0
0
0
0
0
0
0
0
0
1
0
0
0
0
1
Total Fish
175
114
127
173
644 105
342 964
383
643 748
415
380
207
160 321
5901
Total Species
9
7
6
10
11
9
15
17
15
13
13
13
12
12
8
12
24
Sample Events Per Year
1
1
2
23334444
2
22
22
1Data for collections at
Indiana Avenue (River Mile 322.4).

 
METROPOLITAN WATER RECLAMATION DISTRICT OF GREATER CHICAGO
TABLE AI-15
NUMBER OF FISH COLLECTED FROM STATION 15 AT HALSTED STREET (RIVER MILE 320.1) ON THE LITTLE CALUMET RIVER
FROM 1974 THROUGH 1996
Fish Species or
Year
Grand
Hybrid Cross (xy
1974
1975
1976 1977 1983 1985
1986 1987 1988 1989 1990 1991
1992 1993
1994
1995
1996
Total
Alewife
0
0
0
00000
327
0
0
0
0
0
0
0
30
Gizzard shad
0 26
0
0
4 23 22 367
240
120
40 34
32
85
14
29
247
1283
Chinook salmon
0
0
0
0
0
0
0
0
1
0
0000000
1
Central mudminnow
0
0
1
0
0
0
1
0
0
0
0
0
0
0
0
0
0
2
Grass pickerel
0
0
0
0
0
0
0
0
0
0010
0000
1
Goldfish
0 0
1
30
6
0
1 327 93
122 74 13 13
46
4 13
716
Carp
0
2
2
1
6 li
3 15
134 36 49 46
20
22
20 18 36
421
Carp x Goldfish
0
2
1
0
1
6
2
2
93
57
1
1
5
2
3
50
Golden shiner
0 0
0
0
0
0
0
031
5
4
3
112
1
6
5
68
Emerald shiner
0
0
0
0
0
0
0
0
440
3
1
6
1
0
0
5
23
479
Spottail shiner
0
0
0
0
0
0
0
0
0
0
0
1
0
0
0
0
0
1
Bluntnose minnow
0
0
0
0
0
0
0
0
4
0
02
1
10
1
2
11
Fathead minnow
0
0
0
0
0
8
1
0
19
0
0
0
0
1
0
0
1
30
White sucker
0
0
0
0
0
0
0
0
0
0
0
1
04011
7
Black bullhead
0
0
1
1
0
1
0
0
0
3
2
0
00000
8
Mosquitofish
0
0
4
0
0
0
0
0
0
0
000000
04
White perch
0
0
0
000
009
0
03
4130
5
25
Yellow bass
0
0
0
0
00000
0
0000003
3
Green sunfish
0
0
55
7
0
0
0
2 10
0
4
19
0'
1
1
3
2
104
Pumpkinseed
0
0
0
0
0
0
0
0
2
0
0
4
0
0
1
2
3
12
Orangespotted sunfish
0
0
0
0
0
0
0
0
1
0
0
0
00000
1
Bluegill
1
0
2
4
0
0
01012
3
0
7
0
0
0
0
1
40
Largemouth
bass
0
0
0
0
0
0
0
0
1
1
06
1
13
3
7
23
Black crappie
0
0
0
0
0
0
00
0000
00001
1
Green x Pumpkinseed
0
0
0
0
0
0
0
0
0
0
0
1
00
000
1
Pumpkinseed x Orangespotted
0 0 0
0
0
1
0
.
0
0
000
00000
1
Yellow perch
0
0
0
0
0
0
0
0
2100
0
0000
3
Total Fish
1
30
.
67
16
11
56 29 397
1245
295 227 215 74
142 94
74 353
3326
Total Species
1
2
7
5
2
5
4
5
16
10
7
14
8 10
8 10
15
24
Sample Events Per Year
1
1
1.
2
1
3
3
3
4
4
4
4
2
2
2
2
2

 
METROPOLITAN WATER RECLAMATION DISTRICT OF GREATER CHICAGO
TABLE AI-16
NUMBER OF FISH COLLECTED FROM STATION 16 AT CICERO AVENUE
(
RIVER MILE 314.9) ON THE CAL
-
SAG CHANNEL FROM 1974 THROUGH 1996
Fish Species or
Year
Grand
Hybrid Cross
19741 19751
1976 1977 19771 1985 1986
1987 1988 1989 1990
1991
1992 1993
1994 1995
1996
Total
Alewife
0
0
0
0
0
0
0
0
0
1
0000000
1
Gizzard shad
0 31
0
1
0
0
1
1
107
19
45 39
53
3
13
2
47
362
Central mudminnow
0
0
0
0
000001
0200000
3
Goldfish
1
0
12
2
0
0
0
0 22 18 51 64
5
5
0
3
3
186
Carp
0
0
10
1
0
0
2
4
59
41 19 49
28 22
18 35
40
328
Carp x Goldfish
0
0
0
0
0
0
00
3
6
5
3
140
10
23
Golden shiner
0
0
1
0
0
0
0
0
1
0
0
0
0
0
0
0
0
2
Emerald shiner
0
0
1
0
0
0
1
0
12
1
1
3 18
1
0
48
6
92
Bluntnose minnow
0
0
0
0
0
0
0
0
3
0
0
0
7
3-
1
0
5
19
Fathead minnow
0
0
0
0
0
001
000
1
0.000
1
3
Creek chub
0
0
2
0
0
0
0
0
100001000
4
White sucker
0
0
0
1
0
0
0
0
0
0
1
0
0
0
0
0
1
3
Black bullhead
0
0
3
0
0013
300
0
0000
0
10
Yellow bass
0
0
0
0
0
000
000000001
1
Green sunfish
0
0
25
0
0
0
0
8
4
0680
6
1
0
3
61
Pumpkinseed
0
0
000
000
0
0001002
03
Orangespotted sunfish
0
0
0
0
0
0
0
0
0
1
0
0
0
0
0
0
0
1
Bluegill
0
0
5
0
1
0
2 10
1
2
5
12
'
0
6
0
1
1
46
Largemouth bass
0
0
0
0
0
000
02
2
1
0
3
0
63
17
White crappie
0
0
0
0
0000100000000
1
Black crappie
0
0
0
0
0000000200000
2
Green x Pumpkinseed
0
0
1
0
0
00010000
0000
2
Total Fish
1 31
60
5
1
0
7
27
218
92
135
184
113 54
33
98
111
1170
Total Species
1
1
8
4
1
0
5
6
11
9
8 10
6
9
4
7
it
20
Sample Events Per Year
1
1
1
2
2
3334444222
22
1Data for fish collection at Ashland Avenue (River Mile 319.0).

 
METROPOLITAN WATER RECLAMATION DISTRICT OF GREATER CHICAGO
TABLE AI-17
NUMBER OF FISH COLLECTED FROM STATION 17 AT ROUTE 83 (RIVER MILE 304.2
)
ON THE CAL-SAG CHANNEL FROM 1975 THROUGH 1996
Fish Species or
Yea
r
Grand
Hybrid Cross
(x)
19751 1976
1977 1985 1986
1987
1988
1989
1990
1991
1992
1993
1994
1995
1996
Total
Alewife
0
0
0
04000300000
0
7
Gizzard shad
0
0
0
1
55
7 100
9
4
66
67
31
0
4 291
635
Rainbow trout
0
0
0
1
0
0
0
0
0
0
0
0
0
0
0
1
Central mudminnow
0
101030
01000000
6
Goldfish
16
1
2'
3
1
6
18
14
12
16
0
1
2
0
0
92
Carp
1
0
0
11
8
16
76
20
23
30
5
15
13
17
26
261
Carp x Goldfish
0
0
0
21
17
2100
1
0
1
0
16
Golden shiner
0
0001
0400
001
000
6
Emerald shiner
0
0
0
0
0
1
3
1
1
2
3
0
0
1
2
14
Spottail shiner
0
0
0
0
0
0
0
0
0
100
000
1
Bluntnose minnow
0
0
0
0
0
0
1
0
1
2
1
4
10
3
13
Fathead minnow
0
0
0
12
0
0
3
.
0
3
0
0
2
1
0
0
21
Creek chub
0
0
0
0
0
1
00000
0
0
00
1
Black bullhead
0
0
010
3
7
0
0
1
1
0
0
0
0
0
22
Yellow bullhead
0
0000
00
000
00100
1
j
White perch
0
0
0
0
0
00
010
Q0000
1
H
Yellow bass
0
0
0
0
0
0
0
0
0
0
0
1
0
0
2
3
i
Green sunfish
0
0
1
35
5 118
19
6 153
23
5
35
6
22
22
450
N
Pumpkinseed
0
0
0
0
1
0
1
1
0
6
1
0
0
0
0
10
J
Bluegill
0
0
1
3
2 28
4
2
46 10
7
39
7
13
8
170
Largemouth bass
0
0
03
1
5
5
12
10
5,
4
8
2
13
9
77
Blackcrappie
1
0
0
0
0
2
1
0
0
0
0
0
0
0
0
4
Green
x Pumpkinseed
0
0
0
0000001000
0
0
1
Yellow perch
0
0
0
1
2
6
2
0
0
0
Q
0
00
0
11
Total Fish
18
2
4
83
84
201
244 67 260 163
93
138
33
71
363
1824
Total Species
3
2
3
11
11
12
13
8
13
11
8
10
8
6
8
22
Sample Events Per Year
1
1
2
4
4
3
4
44422
22
2
1Data for fish collection at 86th Avenue
(
River Mile
309.7).

 
METROPOLITAN WATER RECLAMATION DISTRICT OF GREATER CHICAGO
TABLE AI-18
NUMBER OF FISH COLLECTED FROM STATION 18 AT THE INNER HARBOR (RIVER MILE 327.0) ON THE CHICAGO RIVER FROM 1975 THROUGH 1996
Fish Species or
Year
Grand
Hybrid Cross
(
x)
1975
1976 1977
1980
1987
1988
1989 1990
1991
1992 1993 1994
1995
1996
Total
Alewife
2
36
0
12
20 109
4
35
1
70
0
0
1
0
290
Gizzard shad
15
0
0
1
0
2
85
1
0
1
371
0
3
0
479
Rainbow trout
0
0
1
0
1
0
2
0
1
1
0
0
0
2
8
Brown trout
0
0
0
0
2
8
6
7
3
0
0
1
0
0
27
Brook trout
0
0
0
0
0
1
0
0
0
0
0
0
0
01
Lake trout
0
0
0
0
3
0
0
0
0
0
0
0
0
0
3
Coho salmon
0
0
0
0
3
01400
0000
8
Chinook salmon
0
0
1
0
1
0
0
6
0
1
0
0
0
0
9
Rainbow smelt
0
0
0
0
8
1
9
1
0
1
0
0
0
0
20
Goldfish
1
18
0
0
4
7
'
6
9
6
10
2
2
3
0
68
Grass carp
0
0
0
0
0
0
0
1
0
0
0
0
0
0
1
Carp
3
9
8
1
6
11
20
10
21
13
21
9
6
17
155
Carp x Goldfish
0
1
0
0
1
0
4
2
7
4
0
11
0
21
Golden shiner
0
2
0
1
0
20
3
7
1
3
0
1
0
0
38
Emerald shiner
0
0
0
1
13
5
2
17
0
24
0
0
0
0
62
^y
Spottail shiner
0
0
0
0
4
0
1
1
50
2
0
0
0
1
59:
H
Sand shiner
0
1
0
0
0
0
0
0
0
0
0
0
0
0
1
Bluntnose minnow
7 222
6
8
48
7
9
26 503
69
0
7
0
1
915
Fathead minnow
0
0
0
1
7
0
0
0
2
0
0
0
0
0
10
CO
Central stoneroller
0
0
0
0
020
.
000
0000
2
Black bullhead
0
1
4
3
6
1
7
4
4
.0
1
7
2
0
40
Trout
-
perch
0
0
0
1
0
0
0
0
2
0
0
0
0
03
Threespine stickleback
0
0
0
0
0
0
0
0
1
2
0
0
0
0
3
Ninespine stickleback
0
2
0
0
0
0
0
0
0
0
0
0
0
0
2
White bass
1
0
0
00
00
0
0
0
0
000
l:
Rock bass
0
63
19
1
12
20
47
88 130
41
27
44
18
25
535
Green sunfish
0
3
0
3
41
23
38
196
117
22
6
7
2
0
458
Pumpkinseed
0
4
0
2
0
1
2
1
23
8
0
5
0
1
47
Orangespotted sunfish
0
0
3
0
1
0
2
4
0
0
0
0
0
0
10
Bluegill
3
3
0
0
303
29
24
35
68
11
16
46
9
6
553
Smallmouth bass
0
0
0
0
0
3
3
2
22
12
5
6
4
1
58
Largemouth bass
6
4
0
0
18
6
18
39
41
9
6
97
61
13
318
Black crappie
0
1
1
0
0
1
1
5
1
0
0
0
0
0
10
Green x Pumpkinseed
0
0000000110000
2
Green x Bluegill
0
0
0
0
000100
2010
4
Pumpkinseed x Bluegill
0
0
0
0
0
0
0
0
0
0
0
1
0
0
1
Johnny darter
0
0
0
1
10
0
1
0
3
1
0
0
0
0
16
Yellow perch
0
0
0
17 327
335 208
3
3
1
0
1
0
1
896
Mottled sculpin
1
1
0
0
000000
0000
2
Total Fish
39 371
43
53 839 592 503 507 1011
307
457 235
111 68
5136
Total Species
9
15
8
14
21
20
23
23
21
20
9
13
10
10
35
Sample Events Per Year
1
1
2
1
3
3
3
4'
4
2
2
2
2
2

 
METROPOLITAN WATER RECLAMATION
DISTRICT
OF GREATER
CHICAGO
TABLE AI-19
NUMBER OF FISH COLLECTED FROM STATION 19 AT THE LOOP
(
RIVER MILE 326.0)
ON THE CHICAGO RIVER FROM 1960 THROUGH 1996
Fish species or
Year
Grand
Hybrid Cross
(
x)
1980
1987
1988
.
1989
1990
1991
1992
1993
1994
1995
1996
Total
Alewife
0
1
82
0
52
3
0
0
0
0
1
139
Gizzard shad
0
0
18
3
0
47
0
0
0
0
1
69
Rainbow trout
0
0
1
1
0
0
0
0
0
0
0
2
Brown trout
0
0
2
1
2
0
0
0
0
0
0
5
Coho salmon
0
0
0
0
1
0
0
0
0
0
0
1
Chinook salmon
0
0
0
0
0
1
0
0
0
0
0
1
Rainbow smelt
0
12
0
0
0
0
0
0
0
0
0
12
Goldfish
0
0
2
15
25
9
5
2
4
1
1
64
Carp
2
27
44
57
82
78
22
15
6
27
19
379
Carp x Goldfish
0
0
0
3
1
0
1
0
0
1
1
7
Golden shiner
0
0
0
0
1
0
0
0
0
0
0
1
Emerald shiner
0
0
19
0
0
0
0
0
0
0
0
19
Spottaii shiner
0
0
2
0
0
0
1
0
0
0
2
5
Bluntnose minnow
0
10
3
0
3
10
5
0
0
0
0
31
Brook silverside
0
0.
0
0
0
0
0
0
0
0
1
1
Brook stickleback
0
1
0
0
0
0
0
0
0
0
0
1
Threespine stickleback
0
0
0
0
0
0
0
1
0
0
1
2
Rock bass
0
.0
0
0
0
2
3
2
2.
0
2
it
Green sunfish
0
10
10
2
6
9
8
1
2
0
1
49
^p
Pumpkinseed
0
3
0
0
1
1
0
0
1
0
1
7
Bluegill
0
7
0
1
2
9
0
0
0
0
3
22
Smallmouth bass
0
0
0
0
1
1
0
0
0
0
0
2
Largemouth bass
0
0
0
0
2
7
2
0
3
26
4
44
Green sunfish x Bluegill
0
0
0
0
0
0
0
0
0
0
1
1
Yellow perch
0
196
188
75
9
8
3
0
0
0
0
479
Total Fish
2
267
371
158
188
185
50
21
18
55
39
1354
Total Species
1
9
11
9
14
13
9
5
6
4
12
24
Sample Events Per Year
1
3
3
3
4
4
2
2
2
2
2

 
METROPOLITAN WATER RECLAMATION DISTRICT OF GREATER CHICAGO
TABLE AI-20
NUMBER OF FISH COLLECTED FROM STATION 20 AT THE NBCR/SBCR1 JUNCTION (RIVER MILE 325.5) ON THE. CHICAGO RIVER FROM 1976 THROUGH 1996
Fish Species or
Year
Grand
Hybrid Cross (x)
1976
1977
1980
1987 1988
1989 1990 1991
1992 1993 1994 1995 1996 Total
Alewife
11
0
0
18
4
27
10
26
4
8
0
3
0
111
Gizzard shad
0
0
0
22
13
74
20 210
6
0
0
1
27
373
Brown trout
0
0
0
0
1
000
0
0
000
1
Coho salmon
0
0
0
0
0
0
1000000
1
Chinook salmon
0
0,
0
0
0
0
1
0
0
0
0
0
0
1
Rainbow smelt
0
0
0
1
0
0
0
0
1
0
0
0
0
2
Goldfish
12
2
0
0
29
21
47
40
21
44
21
15
18
270
Carp
10
2
1
32
24
68
85
65
25
53
42
38
46
491
Carp
x Goldfish
3
0
0
1
3
48
11
8
1,
7
1
3
2
88
Golden shiner
6
0
3
0
0
2
11
1
2
0
0
0
0
25
Emerald shiner
0
0
0
12
1
2
0
2
1
0
0
0
18
36
Spottail shiner
0
0
0
0
0
24
6
11
0
0
0
0
0
41
Bluntnose minnow
0
0
0
15
17
50
84
133
22
13
6
0
0
340
Fathead minnow
1
0
1
0
0
1
0
0
0.
0
0
0
0
3
White sucker
0
0
0
0
0
0
1
000000
1
Black buffalo
0
0
00000
001000
1
Black bullhead
0
0
0
1
0
1
0
0
0
0
0
0
02
Brook
stickleback
0
0
0
0
1
0
0
0
0
0
0
0
0
1
Threespine stickleback
0
0
0
0
0
0
0
0
0
0
0
0
14
14
White bass
0
0
0
0
0
1
0
0
0
0
0
0
0
1
White perch
0
0,
0
0
1
3
0
3
1
2
1
0
0
11
Rock bass
0
0
0
0
0
1
2
4
1
1
1
1
0
11
Green sunfish
0
0
2
10
12
3
17
12
7
7
5
0
1
76
Pumpkinseed
0
0
0
0
1
5
6
4
0
1
0
0
1
18
Orangespotted sunfish
0
0
0
0
0
0
0
1
0
1
0
0
0
2
Bluegill
0
0
0
5
27
9
17
19
3
4
1
1
2
SB
Smallmouth bass
0
0
0
0
0
0
0010000
1
Largemouth bass
0
0
0
3
3
10
9
7
1
3
6
18
32
92
Black crappie
0
0
0
0
1
0
1
1
0
0
0
0
0
3
Green x Bluegill
0
0
0
0
000000100
1
Pumpkinseed x Bluegill
0
0
0
030
0000000
3
Yellow perch
0
0
0
14
2
9
3
1
0
0
0
0
0
29
Freshwater drum
0
0
0
0
0
0
0
0
0
1
0
0
0
1
Total Fish
43
4
7 134
143 359 332 548
97
146
85
80 161
2139
Total Species
5
2
4
it
15
17
17
17
14
13
8
7
9
30
Sample Events Per Year
1
2
1
3
3
3
4422222
1NBCR/SBCR denotes North Branch of the Chicago River and South Branch of the Chicago River.

 
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M
4

 
Mackey Attachment 3
Table 1.
Data
Availability,
Metrics and Methods
Assessment Factor
Applicability
Rankin
(
2004
),
CAWS
IJAA,
Statement of Reasons
Habitat Evaluation and
Improvement Study
Number of Instream
Natural and
artificial
20 sampling sites based on
30 sampling sites based on
Sampling Sites
systems
availability offish data
,
no
consideration
of physical
consideration of physical
habitat,
geospatially integrated
habitat
with continuous monitoring
stations and shoreline/ bank-
edge inventory and assessment
Distance between
Natural and artificial
Min: 0.5 miles (0.8 km
)
Min: 0.25 miles (0.4 km)
Sampling Sites
systems
Max: 15
.
8 miles
(
25.4 km
)
Max: 9
.
6 miles
(15.3 km)
Mean
:
4.3 miles
(
6.9 km
)
Mean: 2.9 miles
(4.7 km)
Continuous shoreline
/
bank-edge
inventory and assessment
Type and Extent of
Natural and artificial
Numerous sediment samples
Geospatial integration of
Substrates
systems
available
-
not used in
Aquatic
historic and new sediment
Life Use designation
Analyses
sampling data
Substrate
Quality
Natural and artificial
Sediment chemistry
and
Review and evaluation of
systems
contaminant data available -
not sediment quality data, including
used
in Aquatic Life Use
organic and inorganic chemical
designation Analyses
data, as well as sediment
toxicity data
;
geospatial
referencing of historic sediment
chemistry and contaminant data
Type and Extent
of
Natural and artificial
Data at 20 sampling sites
,
sites
Data at 30 sampling sites, sites
Instream Habitat Cover
systems
located based on available
located based on physical
fisheries data
habitat characteristics
Type and Extent
of
Natural and artificial
Unknown
,
not surveyed or
Geospatially referenced,
Shoreline and Bank
-
systems
inventoried.
Qualitative
continuous digital shoreline
Edge Habitats
observations only.
video for both banks of the
entire CAWS, for inventory and
assessment
Type and Extent
of
Natural and artificial
Unknown
,
not surveyed
or
Geospatially referenced,
Riparian Cover
systems
inventoried
.
Qualitative
continuous digital shoreline
observations only.
video for both banks of the
entire CAWS,
for inventory and
assessment
Flow Regime and Water
N/A to CAWS as
Flow, water level, and hydraulic
Flow, water level, and hydraulic
Levels
flows and water
modeling data available
- not
modeling data available, potential
levels are regulated
used
in Aquatic Life Use
for analysis of conveyance,
for flood control,
designation
navigation impacts of proposed
conveyance of
restoration activities
wastewater,
navigation
Water
Quality
Natural and artificial
Complete suite of water quality
Rigorous evaluation of
systems
data available -
no evidence
continuous DO data,
that proposed increase in DO
supplemented with the DO
will yield significant biological
profiles conducted at the 29
response
habitat sampling stations
surveyed during 2008 season;
analysis of other water quality
data; integration with biotic data
Physical Habitat Metric
Metric for natural
QHEI
- not designed for low
-
Developing new physical habitat
systems, Metric for
gradient, urban
streams or
index designed
specifically for
low-gradient artificial
rivers
the unique conditions within the
systems
CAWS and other similar low-
gradient urban streams and
rivers
Habitat Pattern and
Natural and artificial
None - not considered
Geospatial integration of
Juxtaposition
systems
discrete sample data and
continuous sampling data
Fish Community
Metric for natural
Boatable IBI
-
incorrectly
Selection of
fish metrics will be
Metrics
systems, Metric for
calculated
based on CAWS
fish data and
low-gradient artificial
new CAWS-
specific fish metrics
systems
will be developed if appropriate
1

 
Mackey Attachment 3
Assessment Factor
Applicability
Rankin
(
2004
),
CAWS UAA,
Habitat Evaluation and
Statement of Reasons
Improvement Study
Macroinvertebrate
Natural and artificial
MBI
- not used in
Aquatic
Life
MBI geospatially integrated with
Community Metrics
systems
Use designation
historic and current datasets
Science-based
Natural and artificial
IBI
percentile
scores and best
Apply existing and new methods
Integrative
systems
professional judgment used
to to geospatially integrate
Methodology and
delineate Aquatic Life Use
environmental data and to
Metric(s)
categories and
waters
analyze and summarize
condition of the CAWS using a
new suite of metrics, potentially
at a much finer scale.
Navigation Impacts on
Natural and artificial
None
-
not considered
Navigation effects from
Fish
systems
commercial shipping activities
may play a significant role in
limiting near shore habitat
potential and some aspects of
water quality and those impacts
are currently being evaluated
using a combination of literature
reviews and field observations
from the 2008 season
Note
: - Red text indicates components that are considered to be deficient assessment factors.
Green text indicates components of the ongoing "Habitat Evaluation and Improvement Study" that address those deficiencies.
2

 
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ADDENDUM TO CONTRACT DOCUMENTS FOR
REQUEST FOR PROPOSAL 07-RFP-34
CHICAGO AREA WATERWAY SYSTEM
HABITAT EVALUATION AND IMPROVEMENT STUDY
ADDITIONAL INFORMATION CONCERNING THE SCOPE OF WORK PROVIDED AT
PRE-PROPOSAL MEETING, NOVEMBER 9, 2007 10:00 AM TO 12:00 PM
STICKNEY WATER RECLAMATION PLANT LABORATORY AUDITORIUM
Please address any questions regarding
Affirmative Action Goals
for this Request for Proposal to
the Affirmative Action Section,
telephone
(312) 751-4038.
II
SCOPE OF WORK
The following work items shall be included in the subject professional service contract along
with any additional work items introduced by bidders that are deemed appropriate to the study by
Metropolitan
Water Reclamation District of Greater Chicago (District) personnel during
interviews with the bidders. All work items must be complete by December 31, 2008.
1. Determine
,
for all waterways
included in the Chicago
Area Waterway
System
(CAWS) Use
Attainability Analysis (UAA), current
instream and riparian physical habitat metrics using
existing data and data
collected by
the consultant
.
All waterways
evaluated
for the CAWS
UAA are
included in the Scope
of Work.
These waterways are:
a)
North Shore Channel (NSC).
b)
North Branch Chicago River from its confluence with the NSC to its
confluence with the South Branch Chicago River.
j)
c)
Chicago River.
d)
South Branch of the Chicago River and South Fork (Bubbly Creek).
e)
Chicago Sanitary and Ship Canal.
f)
Lake Calumet and its connecting channel to the Calumet River.
g)
Calumet River from Lake Michigan to the Grand Calumet River.
h)
Grand Calumet River from the Indiana state line to its confluence with the
Calumet River.
i)
Little Calumet River from its junction with the Grand Calumet River to the
Calumet-Sag Channel.
Calumet-Sag Channel.

 
2. Employ a
multimetric habitat index
such
as the Michigan Department of Environmental
Quality "Non-Wadeable
Habitat Index
" (
Wilhelm and
Allan 2005),
or approved equivalent,
to evaluate
CAWS physical
habitat metrics
.
For example
,
the District has used the
Qualitative Habitat Evaluation Index
(QHEI),
developed
by the Ohio EPA. It is the
contractor
'
s responsibility
to find
or develop a valid index that
will accurately
characterize
habitat in artificial and modified urban
waterways like the CAWS.
3. Create a geographical information system
(
GIS) using all District and consultant
-
collected
physical habitat data
,
sediment physical
/
chemical data
,
and biological survey data for the
entire
CAWS
for the years 2001 to the present
.
The District has 59 Ambient Water Quality
Monitoring
(AWQM)
Program sample locations on both wadeable and non-wadeable
streams.
Twenty-seven of these monitoring locations are on the
CAWS UAA
waterways
listed in Item 1 of this scope of work
.
It
would be desirable for future District use of the GIS
for the consultant to include data for all 59 stations in the GIS.
The District will make available
,
at the consultant
'
s request
,
any specific
,
or all, biological,
chemical
,
sediment and habitat data collected from the 59 stations during
the
AWQM
Program since 2001
,
as well as any specific
,
or all, hourly dissolved oxygen
(
DO), water
temperature
,
specific conductance
,
pH, and turbidity data collected as part of the District's
Continuous Dissolved Oxygen Monitoring
(
CDOM
)
Program
.
The AWQM Program data
are stored in Microsoft EXCEL files and the CDOM Program data are stored in a Microsoft
ACCESS database
.
Any data collected by the consultant during this habitat evaluation study
will be incorporated into the GIS.
The consultant will provide the GIS and instructions on its use to the District upon
completion of the contract. In regard to the GIS, the consultant will:
a)
Analyze existing data structure and if necessary convert it to a District
approved usable format for incorporation to the GIS application.
b)
Develop required layers and databases that will be incorporated into the
application using District Standard Database
(
Oracle I OG on Sun Solaris).
c)
Create UAA
Map Documents
(.MXD file)
with existing base map layers
along with existing and new data
.
The District will provide Base Map Data
(orthophotos
,
planimetric, topo
,
and cadastral data
)
to the consultant.
d)
Develop ArcGIS Server
(
9.2
Advanced
)
web-based application for use on
District's internal network that will allow required data entry
,
analysis, and
modification.
e)
Provide general user training for 10 users and power user training for 5 users.
i)
Power Users will be individuals that perform unique analysis as well as
maintain the Map Document including the application specific layer and
tables.
2

 
ii) General Users are the everyday user that will be performing the day to day
operations through Internet Explorer on the system.
g)
j)
iii) The training should be application specific.
General GIS training is the
responsibility
of the District (e.g. ArcGIS 1 and ArcGIS 2). The
consultants are only responsible for providing training for any application
specific functionality that they develop.
Analyze District enterprise architecture (description of the architecture to be
provided to the consultant by the District) and provide recommendations for
implementation of public facing web application to disseminate study
information to the public.
For all data associated with this project, the consultant shall develop Data
Dictionary and Metadata, and Data Maintenance Procedures conforming to
District standards.
i)
Data Dictionary is a document that clearly states the relationship between
all data tables in the application along with a detailed description of all
fields.
ii)
Metadata is part of each layer that describes the various attributes of the
layer.
iii)
Data Maintenance Procedures are procedures that clearly identify when
and how each dataset shall be maintained to preserve the data integrity.
h)
All custom source code developed for this project will become property of the
District, and must be delivered to the District by the conclusion of the project.
The District standard is Dot Net, and web application to be developed with
Visual Basic (ASP).
i)
No additional hardware or software needs to be provided to the District by the
consultant under this contract.
Applications developed under this contract will run on thin clients for General
Users and on PCs for Power Users.
k)
All data developed for this project shall be in Oracle databases, however,
some of the existing data currently resides in an MS Access database.
1)
It is expected that the District's GIS will become functional during the
duration of this contract.
4.
Determine what modifications to current instream and riparian physical habitat would be
required in the
CAWS to achieve
a sustainable
fish
community
(
all life stages) characteristic
of a balanced
,
propagating fish community in a natural
waterway
of similar size and use.
Include habitat requirements for non
-
fish
biota (plankton
,
periphyton, and
macroin-
vertebrates
)
that would function as prey species for the fish community
.
Prioritize areas of
3

 
the CAWS for restoration based on benefit:cost ratio. The cost estimates are planning level
opinion of probable costs with a potential variation of +/- 30%. Restoration efforts shall be
identified in an incremental manner proceeding from lowest to highest cost. Improvements in
current water quality required to sustain improved biota shall be identified at each habitat
improvement step.
5.
Determine
what other existing habitat improvement projects are planned or being
implemented by other agencies
,
municipalities
,
or organizations
,
for those Chicago area
waterways included in
the UAA,
and, if possible and appropriate
,
mesh these projects into
any restoration recommendations of Item 4.
6.
Determine what fish species would be expected to have self
-
sustaining populations in the
CAWS
after the recommended instream and riparian habitat improvement steps were
implemented.
7.
Examine the District's water quality monitoring data for the CAWS and determine whether,
in the last six years, any of the measured parameters exceeded the tolerance limits of the fish
species identified in Item 6. The District has monthly information on water quality within the
CAWS. Hourly DO, temperature, and conductivity readings are available in selected reaches.
IEPA 303d listed reaches in the CAWS were used to select monitoring locations for the
District's AWQM Program. All reaches within the CAWS are listed as impaired by IEPA. It
is expected that impacts of current and projected levels of pollutants responsible for IEPA
303d listing will be analyzed.
8.
Provide the opinion of probable
cost per unit
of waterway
distance
for the habitat restoration
work identified in Item 4. The cost
estimates are planning level opinion
of probable costs
with
a potential
variation of +/- 30%.
9.
Provide a report to the District summarizing:
a)
current instream and riparian physical habitat conditions in the CAWS,
b) instream and riparian physical habitat conditions expected in the CAWS after
each habitat restoration step suggested in Item 4 was completed,
c)
fish species present in the CAWS after each restoration step is implemented,
d)
based on assessment of current habitat, evaluation of changes in fish species
or populations expected to occur as a result of achievement of proposed IEPA
UAA standards,
f)
e)
any impacts that current or future IEPA-proposed water quality standards
would have on the post-restoration fish population, and probable cost per unit
of waterway distance for the proposed habitat restoration work,
the GIS which includes all map documents, layers and training provided for in
this contract.
4
I

BEFORE THE ILLINOIS POLLUTION CONTROL BOARD
IN THE MATTER OF:
WATER QUALITY STANDARDS AND
EFFLUENT LIMITATIONS FOR THE
CHICAGO AREA WATERWAY SYSTEM
AND THE LOWER DES PLAINES RIVER:
PROPOSED AMENDMENTS TO 35 Ill.
Adm. Code Parts 301, 302, 303 and 304
R08-9
(Rulemaking - Water)
PRE-FILED "I'ESTIMONY OF MARCELO H. GARCIA, PhD
Introduction
My name is Marcelo H. Garcia and I am a Professor of Civil and Environmental
Engineering at the University of Illinois at Urbana-Champaign (UIUC). In this testimony I will
provide my professional opinion regarding the water quality standards proposed by the Illinois
Environmental Protection Agency (IEPA) for dissolved oxygen in the Chicago Area Waterways
(CAWS). In particular, the focus of my presentation will be on the standards being proposed for
the South Fork of the South Branch of the Chicago River popularly known as Bubbly Creek. I
believe that there is a need to set a water quality standard for Bubbly Creek that is different from
the rest of the waterways and that takes into account the unique nature of this historical
waterway.
A biographical sketch including my education and experience in water resources and
river engineering as they relate to this testimony follows.
My frill CV is included as Attachment
1. 1
hold an Ing. Dipl. (Universidad Nacional del Litoral, Argentina, 1982) in water resources
engineering, and M.S. (University of Minnesota 1985), and Ph.D. (University of Minnesota
1989), both in civil engineering. I have been on the faculty of the Department of Civil and
Environmental Engineering at UIUC since 1990, and have served as Director of the Ven Te
Chow Hydrosystems Laboratory since 1997.

I
have written a book on Enviromnental Hydrodynamics
(
in Spanish
)
and have worked
also as Editor
-
in-Chief and co-author of the new "Manual of Practice 110 Sedimentation
Engineering
:
processes
,
measurements
,
modeling and practice
,"
published by the American
Society of Civil Engineers, or ASCE, in May 2008. My research has been supported by the
National Science Foundation
,
the Office of Naval Research, the U.S. Environmental Protection
Agency, the U.S. Department of Agriculture, the U.S. Anny Corps of Engineers, and several
State agencies
.
My work on river engineering has been recognized with several honors and
awards from professional societies (ASCE, IAHR).. In 2001, 1 became the first Chester and
Helen Siess Endowed Professor of Civil Engineering at UIUC. More detailed information on my
experience and research can be found in Attachment 1.
Experience with Chicago Area
Waterways (CAWS)
and other Illinois Streams
Since joining the faculty at UIUC in January 1990, I have had the opportunity to work on
several projects involving the Chicago Area Waterways as well as other streams in Illinois and
around the world. In the Chicago River, my research group was the first to recognize the
phenomenon of density currents after the observations of bi-directional flows made by the US
Geological Survey in 1998 (Bombardel li and Garcia 2001). After proving their existence with
the help of numerical simulations, we built a physical model of the main stem of the Chicago
River to be able to determine the conditions that lead to the development of density currents
(Mani-NLI Z et al. 2005). More recent analysis of field observations has indicated that salt, which
is commonly used for deicing and snow melting in the streets of Chicago during the winter
months (approximately 300,000 metric tons), is the main culprit for the density differences
leading to the development of density currents in the Chicago River (Garcia et al 2007; Jackson
2

et al. 2008).
Density currents could affect water quality and transport low-oxygen, sediment-
laden water and contaminants for long distances (Garcia 1992).
I
have also worked with the U.S. Army Corps of Engineers Chicago District on the
design of a bubble-plume aeration system to prevent anaerobic conditions in McCook Reservoir
to be built as part of the Tunnel and Reservoir Plan (TARP) in Chicago (Bombardelli et al.
2007). These studies included a set laboratory experiments on sediment oxygen demand by
resuspended CSO sediments taken from the O'Hare CUP reservoir (Briskin and Garcia 2002).
Since 2003, we have been working on the development of a real-time hydrologic-hydraulic
model of the Tunnel and Reservoir Plan (TARP) to be used by the District to optimize the
operation of the system to prevent hydraulic transients, maximize storage and minimize the
discharge of combined sewer overflows into the CAWS (Leon et al. 2006).
For the West Pork of the North Branch of the Chicago River and with support from the
U.S. EPA, we have designed together with my colleagues and students at UIUC a set of pools
and riffles to improve water quality conditions along the West Pork of the North Branch at
Northbrook (Rhoads ct al 2008). Post construction monitoring has shown an increase in
dissolved oxygen during low-flow conditions.
Along the Calumet-Sag Canal, we have modeled the District's SEPA Station No 3 to
prevent sedimentation and allow for the best performance in terms of water-quality
enhancement. Our recommendations have been implemented and sedimentation has been
curtailed and the air entraining capabilities have been enhanced at the SEPA stations.
Our field
measurement also indicated that there are large amounts of fine-grained sediments carried in
suspension along the Calumet-Sag Canal. After large storms the concentration of organic-rich
3

sediments in suspension could curtail the efficiency of the SEPA station in terms of maintaining
the DO levels that are now proposed by the UAA analysis.
About a decade ago, I led a multi-year study on the environmental impact of increasing
navigation after enlarging the navigation locks on the Upper Mississippi and Illinois Rivers for
the Waterways Experiment Station of the US Army Corps of Engineers (Garcia ct al 1999). We
found that for low draft conditions substantial amounts of sediments could be entrained into
suspension by barges. Barge traffic can also be expected to have an impact on sediment
entrainment and turbidity levels along the Calumet-Sag Canal as well as the rest of the
waterways. However, navigation-induced resuspension has received practically no attention at
all in the UAA analysis. How much of the oxygen that is introduced by the SEPA stations will
be captured by organic-rich sediments and then mixed and kept in suspension along the Cal-Sag
Canal remains an open question. The same can be said about the role of both suspended and
deposited sediments in Bubbly Creek, as I will discuss next.
History and Physical Description of Bubbly Creel(, Chicago, Illinois
Bubbly Creek, located southwest of downtown Chicago (Exhibit 1), is the South Fork of
the South Branch of the Chicago River, having a length of approximately 1.3 miles, a mean
width of about 150 feet and a fairly straight channel alignment. Flow depths vary from 3 to 13
feet.
Most of the stream bank consists of steeply sloped earth or rock materials. However, there
are several sections with vertical dock walls. The mean channel bottom slope is about 0.001, but
this is misleading because the channel bottom elevation varies significantly along the creek. The
upstream 60% is shallow due to the lack of navigation. The downstream 40% is scoured by
periodic barge traffic associated with a gravel-sand operation. The location of the barge dock is
the narrowest width in the channel length. From 1865 to 1940, Bubbly Creek was used as a
4

drainage channel for the direct discharge of wastes from Chicago's Union Stockyards and other
industries. Chapter 8 in Upton Sinclair's novel
The Jungle
gives a vivid description of the creek.
It is important to consider the history of Bubbly Creek in order to understand the origin of its
name, its past and current conditions as well as the factors that make it so different from the rest
of the waterways.
In the early 1900s, wastewater from the south area of Chicago was discharged via a
pumping station located at the intersection of 39`x' Street and Lake Michigan into a 20 feet
diameter interceptor, the 39"' Street Conduit, which flowed into Bubbly Creek. The 39`x' Street
Pumping Station, built in 1904 by the City of Chicago as a cooperative venture with the Sanitary
District of Greater Chicago, pumped the sewage, wastewater, and drainage from the Lake
Michigan front interceptor which served an area of approximately 12,000 acres, or about 20
square miles. Another function of the 39`x' Street Pumping Station was to pump flushing; water
frorn Lake Michigan to Bubbly Creek and purge the bottom deposits toward the main stem of the
Chicago Sanitary and Ship Canal. In addition to the discharge form the pumping station the 39`x'
Street Conduit also collected flows from combined sewer mains that served a total collection
area of about 28 square miles on the south side of the City. As years passed, this system became
overloaded, motivating an agreement between the Sanitary District and the City of Chicago in
1928, whereby the District would construct a large pumping station at 39`x' Street and Racine
Avenue as well as large sewer lines (South Side Interceptors) to serve the near South Side of
Chicago. Construction of the Racine Avenue Pumping Station (RAPS) started ten years later
and finally the new pumping station went into operation on December 1939. The historical 39'x'
Street Pumping Station was removed from service right after RAPS went into operation. At the
time of its construction, RAPS was the largest pumping station in the world. It was sized to
5

pump the entire flow of the 39`x' Street Conduit as well as the contents of the Southwest and
South Side interceptors into Bubbly Creek. The South Branch of the Chicago River continued to
receive the entire discharge from RAPS via Bubbly Creek until March 1940, when the Southwest
Interceptor No. 4 was completed and connected to RAPS to convey wastewater to the Stickney
Water Reclamation Plant (WRP).
Today, this historically industrial area, characterized by the presence of industrial plants,
trucking terminals
,
rail and construction material yards, is being transformed into a residential
development.
Efforts are under way to completely redefine the Bridgeport area around the
Bubbly Creek (GallUn 2003)). However, the hydraulic behavior of the creek including its flow
regime and sedimentation patterns, need to be well understood in order to set water quality
standards and aquatic life use for Bubbly Creek.
A striking flow pattern change is a significant part of the uniqueness of Bubbly Creek.
During dry periods
,
the water in Bubbly Creek is stagnant and susceptible to large gas ebullition
events, or sudden bursts of gas bubbling to the surface
,
caused by degradation of organic matter
under anaerobic conditions in the bed sediments. Sediment oxygen demand from bottom
deposits can be expected to be at a maximum during dry-weather periods. During light rainfall
events there are no noticeable changes, because the combined sewer flows from the 36 square
miles serviced by the Racine Avenue Pumping Station
(
463,400 people and 169,900 households
served), are conveyed to the District's Stickney WRP and not discharged to the creek. During
heavy stonrns, when the Stickney WRP's capacity is surpassed, the Racine Avenue Pumping
Station discharges into both the Mainstream Tunnel of TARP and to the creek, so that the water
flows northward into the South Branch of Chicago River (
Exhibit 1
).
During very heavy storms,
6

several combined sewer outfalls located along the channel may discharge to Bubbly Creek
depending on the intensity of the rainfall events. There are 9 such outfalls along the banks of the
creek (Exhibit 1). More than six decades after first going into operation, RAPS continues to be
one of the largest sewage pumping stations in the world, with a maximum discharge capacity of
3
6000 ft /s (3890 MGD).
Characteristics of Observed Flows in Bubbly Creek (CSO events)
Because Bubbly Creek experiences flow only during wet-weather periods, it is important
to briefly consider the CSO discharge from the Racine Avenue Pumping Station (RAPS). RAPS
has a total of 14 pumps and the District records the volume discharged by each single pump as
well as the discharge duration during extreme hydrologic events.
With this information, the total
volume of water discharged into Bubbly Creek during large storms can be estimated and used for
calculating the loads in to the Creek and for modeling purposes as described later.
From 1992 to 2001, discharges from RAPS have occurred between 17 and 27 times per
year, lasting between 3 and 30 hours, with volumes ranging between 71 and 1172 million gallons
and flows between 777 and 2452 cubic feet per second. These flows are strong enough to cause
erosion and entrainment into suspension of bottom sediments in Bubbly Creek (Garcia and
Parker 1991; Lopez and Garcia 2001). Once bottom deposits are resuspended, both turbidity
levels and biochemical oxygen demand (BOD) are known to increase proportionally with the
concentration of suspended solids (Briskin and Garcia 2002). Obviously, high turbidity and low
oxygen levels in the water column will have a detrimental effect on fish and other life forms. It
is precisely the poorly understood characteristics of the sediments as well as their complex
impact on water quality during both dry-weather (i.e. SOD) and wet-weather (i.e. BOD,
7

turbidity) conditions that render water-quality management a challenging endeavor in Bubbly
Creek.
We are currently conducting research to learn more about the settling characteristics and
erosion rates of the sediments in Bubbly Creek. Previous studies have concentrated mainly on
the quality of the sediments, clearly indicating that physical characteristics and behavior of the
bottom deposits can be expected to vary over a wide range depending on the location along the
creek (CDM 2005). Of particular interest for any attempt at setting water quality standards, is
the quantification of sediment oxygen demand (SOD) for different flow velocities, including the
critical case of nearly stagnant water when oxygen levels can be expected to be very low and the
only mechanism for air entrainment (i.e. re-aeration) may be wind action. Our goal is to
eventually incorporate the knowledge gained from these studies into a three-dimensional (3D)
Hydrodynamic-Sedimentation-Water Quality model that is currently being developed for Bubbly
Creek. Some of the progress made to date with the modeling is summarized next.
Hydrodynamic, Sedimentation and Water Qualify Modeling of Bubbly Creek
Both steady and unsteady 2D depth-averaged hydrodynamic models, of which the detailed
development and implementation are presented in Attachment 2, and a 2D depth-averaged
sediment transport and water quality model, which is detailed in Attachment 3, were developed
by our research group. The
main
objectives of these studies were to understand the hydraulic
behavior of Bubbly Creek by performing flow simulations when CSO discharges from the RAPS
take place following heavy rainfall events, and the impact on water quality in Bubbly Creek,
particularly on dissolved oxygen (DO) and Biochemical Oxygen demand (BOD), by performing
water quality simulations when the water in Bubbly Creek is nearly stagnant after a CSO
discharge from the RAPS stops. The simulation with the unsteady 2D hydrodynamic model
8

indicated that there was approximately a 2-feet difference in water surface elevation from the
beginning to the end of a CSO event on September 13, 2006 at the headwaters of Bubbly Creek,
as shown in Figure 4 of Attachment 2, whereas the surface water elevation near the end of the
creek rarely changed. It is important to mention that these simulations did not account for
backwater effects from the South Branch of the Chicago River. A steady 2D hydrodynamic
model (Abad et al 2000, which allows for characterizing the water velocity, shear stress and
turbulence fields in Bubbly Creek during CSO discharges from the RAPS, was used to examine
whether sediment re-suspension could occur in Bubbly Creek during a discharge from RAPS.
Figure 5 in Attachment 2 and Figure 26 in Attachment 3 show shear velocity fields in Bubbly
Creek for three different discharge flows from 1240 to 6000 ft3/s (35 to 170 m3/s). Even at the
lowest flow studied, the sediments in most areas of the creek would be resuspended, which was
indicated by the shear velocities greater than the critical Shield shear velocity of 0.012 m/s
(0.039 ft/s). For the purpose of numerical modeling, the critical Shield shear velocity needed for
sediment entrainment, considering a median grain size of 0.112 mm (0.0044 inch) for the bed
sediments, was estimated by assuming that the sediments behave as non-coliesive, granular
material (Garcia 1999). The resuspension of sediments was also indicated in the model
simulations by an increase in concentrations of suspended solids in the downstream direction on
Bubbly Creek, as shown in Figure 3 of Attachment 3. It is important to mention that the actual
critical shear stresses needed to erode and suspend bottom sediments in Bubbly Creek need to be
determined with the help of both in-situ and laboratory experiments. This observation stems for
the fact that sediments samples and cores taken along Bubbly Creek and analyzed by CDM
(2005) for the US Army Corps of Engineers indicate that:
9

"Sediment typically consisted of clay that was wet, soft, had little, fine sand and silt, and
contained organics. Sandy material was present in some cores .... while gravel was present in
others.
Most sediment had an organic odor, with some locations exhibiting a hydrocarbon odor.
The sediment color was typically black.... An oily sheen was observed in some cores and grab
samples. Hair and foil were present in many cores, while trash, wood, glass, and bone fragments
were
present in a small number of cores. "
This account of the heterogeneous nature of the bottom deposits clearly points to the need
for conducting in-situ experiments to determine the critical flow velocity and shear stress needed
to erode and suspend sediments at different locations in Bubbly Creek so that this information
can be incorporated into our predictive models and be used to assess water quality dynamics and
the impact of using different improvement technologies.
The 2D depth-averaged hydrodynamic, sedimentation and water quality model was
implemented on a 1.3 mile stretch from the headwaters to downstream for 4 days (96 hours) after
the CSO discharge on September 13, 2006 stopped. The simulation results indicate that the
BOD concentrations in the water column for both upstream and downstream locations decrease
temporally because of BOD settling and oxidation. The model is also able to capture
qualitatively the evolution of DO levels. The DO concentrations in the downstream location (1-
55 water quality sampling station) recover slowly after a sharp initial drop to below 4 mg/L for
about 24 hours, as shown in Figure 34 in Attachrnent 3. However, the DO concentrations in the
upstream location (35`x' Street water quality sampling station) remain below 2 mglL for 96 hours
after a slower initial decline.
Although the results reported are considered preliminary, the conceptual framework
seems to be sound and potentially applicable to a three-dimensional model to be described next.
It is also necessary to estimate an in situ relationship for the resuspension of solids from the bed
in the form that correlates the erosion rate to the bed shear stress and to the bulk density of the
bed (Adn-iiiaal et al. 2000). This, along with better information on the sediment settling flux
10

would help address the importance of sediment and BOD resuspension during CSO events in a
3D hydrodynamic model for Bubbly Creek.
Current On 2oin
#;
Studies of Bubbly Creek
and the CAWS
The Chicago Area Waterway System (CAWS) is very complex and the tools currently available
cannot provide a complete understanding of certain local flow and water quality phenomena.
The unsteady, one-dimensional flow and water quality model developed by Marquette University
(Marquette University Model) has been used in many studies related to the evaluation of
alternative technologies for the Use Attainability Analysis (UAA) Study conducted by the
Illinois Environmental Protection Agency (IEPA).
While the Marquette University Model has
been beneficial in understanding dynamic conditions in the CAWS, it has also raised more
questions regarding the influence of site-specific effects, such as density currents, sediment
oxygen demand, mixing of heated-water discharges and water quality effects of off-channel slips
and wide areas. How and why the CAWS behave in certain ways at some locations is still
unknown. For instance, the 1D Marquette University Model does not account for the potential
effect of sediment erosion and resuspension on proposed water quality improvements nor does it
capture stratified flow conditions (i.e. vertical variation of flow velocity, temperature, dissolved
oxygen, etc). The extent to which these uncertainties will impact the UAA Study is yet to be
determined. Thus there is a clear need to better understand these phenomena so that credible
scientific explanations can be presented and sound recommendations can be made for water
quality improvements and appropriate technologies to achieve them. As explained next, the need
to gain more insight has provided the motivation to develop a state-of-the-art, three-dimensional
hydrodynamic, sediment transport and water quality computer model of the CAWS.
11

The main objective of this work is the development, implementation and calibration of a
three-dimensional environmental fluid dynamics model (EFDC) for the CAWS that can be used
to explore and analyze the water quality management strategies proposed in the UAA. There are
several codes in the literature that could be used for this work. The one we selected for the
CAWS is known as the Environmental Fluid Dynamics Code (EFDC). This code is in the public
domain and is also supported by the U.S. EPA. It has been used in several rivers for TMDIL
studies (litti)://www.epa.gov/atliciis/wwcltsc/EFDC.pdf). The Environmental Fluid Dynamics
Code (EFDC) is a state-of-the-art hydrodynamic model that can be used to simulate aquatic
systems in one, two, and three dimensions. It has evolved over the past two decades to become
one of the most widely used and technically defensible hydrodynamic models.
About a year and one-half ago, we started with the development of the EFDC Model for
the CAWS. This first phase of this 36-month-long effort currently in progress includes the
modeling of the following reaches:
Main
Stern Chicago River
CRCW to Wolf Point
North Branch Chicago River
Wolf Point to Grand Avenue
South Branch Chicago River-Sanitary and Ship Canal
Wolf Point to Cicero Avenue
South
:Fork
of the South Branch Chicago River
(
Bubbly Creek)
From its mouth to the end-of-channel near Pershing Road.
Bubbly Creek was initially modeled with STREMRHySed (Abad et al 2008); a 2D
hydrodynamic and sediment transport code developed at UIUC as described in Attachments 2
and 3. At the outset of our studies, it became apparent that Bubbly Creek is a rather peculiar
"stream" with characteristics, which I just described, that are quite unique and very different
from the rest of the CAWS and, as such, it became clear that its water quality issues cannot be
12

addressed in the same manner as the rest of the streams and canals that snake the CAWS. It
seems, however, that the uniqueness of Bubbly Creek has been overlooked during the
development of proposed aquatic life use and dissolved oxygen standards for the CAWS. In
fact, IEPA proposed the same aquatic life use and dissolved oxygen requirements for Bubbly
Creek as those proposed for the South Branch of the Chicago River, which has none of the
unique characteristics of Bubbly Creek.
Before any technology can be implemented to improve the water quality conditions in
Bubbly Creek, it is necessary to have a better understanding of the stream dynamics during wet-
weather events. To this end, we are currently implementing a 3D EFDC model for Bubbly Creek
described above. In particular, the transport and fate of the sediments that enter the creek during
extreme rainfall events, the risk of bottom sediment erosion and resuspension, and the amount of
sediment oxygen demand (SOD) during dry-weather periods with and without windy conditions,
need to be assessed before implementing any water-quality improvement measures such as flow
augmentation and/or re-aeration in Bubbly Creek.
One-dimensional (1D) and two-dimensional
(2D) models do not provide any information about the vertical structure of the flow (e.g. flow
velocity and sediment concentration profiles) which in some cases, like in Bubbly Creek,
becomes essential in order to understand all the processes that affect water quality. This
indicates the need for having a fully calibrated and validated three-dimensional model.
Furthermore, there is anecdotal evidence that under certain conditions, the South Branch of the
Chicago River acts as a bar•ier to the flow coming out of Bubbly Creek. This could determine
how much of the BOD and sediment load stays in the Creek and what fraction is transported into
the South Branch. The only way to know the answer to this important question is by studying
different scenarios with the help of the 3D EFDC model currently being developed.
13

My opinion is that in order to determine which technology might be most effective, or
even ffeasible, for water-quality management in Bubbly Creek, it is imperative to first complete
the 3D computational modeling studies, laboratory experiments and field observations currently
being conducted with the support of the District. Completion of these research projects will
result in scientific knowledge and insight about different processes in Bubbly Creek that will
affect efforts to improve water quality and that will enable attainable uses to be determined,
thereby potentially saving millions in tax-payer dollars that would otherwise be spent on
ineffective solutions to the current water quality problems. If this study is not completed and
supplemental aeration systems are nevertheless constructed on Bubbly Creek, they may not work
to increase DO levels enough to meet the proposed standards. They may simply re-suspend the
very fine, organic-rich sediment and further exacerbate the depletion of DO in this isolated water
body, potentially causing more harm than good.
IEPA has acknowledged the unusual conditions in Bubbly Creek, but unfortunately they
have not accounted for them in their UAA proposal for the CAWS.
Conclusions and Recommendations
Based on what has been described above, my conclusions are as follows:
Bubbly Creek is very different than the other stretches of the CAWS: flows, sediment loads
and isolation make Bubbly Creek unique.
Proposed water quality improvements may not result in attainment of the proposed standards.
Flow augmentation, and even supplemental aeration, may scour sediment and prove
ineffective in increasing DO levels. This cannot be detcrmined accurately using the 1D
Marquette University Model that was deployed to assess water quality improvements along
14

some stretches of the CAWS, but rather requires 3D hydrodynamic modeling, which is being
developed now, but is not yet complete.
Additional study of the system and behavior and fate of sediments is essential before
attainable uses can be properly evaluated and resources to improve water quality are
implemented, rather than imposing measures now that may prove to be ineffective or even
lead to further degradation of the system.
Until this additional study is complete, Bubbly Creek should be regulated for fish passage
with additional consideration for extreme temperature conditions (hot weather causing DO to
plummet) and wet-weather events that increase BOD through combined-sewer-overflows and
the scour and suspension of organic-rich, bottom sediments.
Respectfully submitted,
By:
Marcelo H. Garcia, PhD
University of Illinois at Urbana-Champaign
15

Testimony Attachments
1.
CV Marcelo Garcia
2.
Paper by Motta et al (2007)
3.
Progress Deport on Bubbly Creek Modeling by UIUC
4.
Cited References
16

Exhibit
1
Aerial view of Bubbly Creek with the
locations
of the CSO
outfalls (circles)
and the
Racine Avenue
Pumping Station (RAPS)
17

A
t
tac
hm
e
nt 1

Curriculum Vitae
Marcelo H. Garcia, PhD.
Chester
and Helen Siess Endowed Professor
of Civil
Engineering
Professor of Civil and Environmental Engineering
& Geology
Director
,
Ven Te Chow
Hydrosystems Laboratory
Editor-in
-Chief,
International Journal of Hydraulic Research
(IAHR
) (2001-2006)
Editor
-
in-Chief
,
ASCE Manual
of Practice 110 "Sedimentation Engineering
" (2007)
Corresponding Member
,
National Academy of Engineering of Argentina
Department
of Civil
and Environmental Engineering
University
of Illinois at Urbana
-
Champaign
205 North Mathews
,
Urbana
,
Illinois, 61801
email
:
mhgarcia
@
uiuc.edu
Phone:
(217) 244-4484, Fax: (217) 333-0687
h(tW.//rvww.r,tchi.
uiiic.edu
Education
PhD in Civil Engineering (Fluid Mechanics & Iydraulics)
Dec. 1989
University of Minnesota - St. Anthony Falls Hydraulics Laboratory
Thesis Title: Depositing and Eroding Sediment-Laden Flows: turbidity currents
Thesis Advisor: Professor Gary Parker
Master
- of Science
in Civil Engineering
University of Minnesota - St. Anthony Falls IIydraulies Laboratory
Thesis Title:
Experimental
Study of Turbidity Currents
Thesis Advisor
: Professor
Gary Parker
Oct. 1985
Dipl. Ing. Water Resources Engineering
March 1982
Universidad Nacional del Litoral - Argentina
Undergraduate Research: Experimental Study of Clay Erosion in the Parana River
Research Advisor: Dr. Gertrud Onipchenko, Hydroproject, .Moscow, Russia.
Administrative Experience
Director, Ven Te Chow Hydrosystems Laboratory, Department of Civil and Environmental
Engineering, University of Illinois, Feb. 1997 present.
Director, Centro Internacional de Estudios de Grandes Rios (CIEGRi), Universidad Nacional del
Litoral, Argentina, Dec. 2001-prescnt
(ad honorein)
Academic Experience
Chester and Helen Sicss Professor of Civil Engineering, Department of Civil and Environmental
Engineering, University of Illinois, April 200 1 -present
Professor of Geology (by invitation), Department of Geology, University of Illinois at Urbana-
Champaign, April 2006-

Honorary Professor, Universidad Nacional del Litoral, Argentina, October 2001-present
Professor, Department of Civil and Environmental
Engineering
,
University of Illinois, August
2000-
present
Associate
Professor
(
tenured
),
Department
of Civil
and Environmental Engineering
, University
of Illinois, August
1996-July 2000
Visiting Associate Professor, Ecole Polytechnique Federale de Lausanne, Switzerland, July,
1999
Visiting Associate Professor
,
Civil
Engineering and Environmental Engineering Science,
California Institute of Technology, April 1997-July 1997
Assistant Professor
,
Department of Civil Engineering
,
University of Illinois, Jan
.
1990T-
May 1996
Visiting Professor, Facultad de Ingenieria y Ciencias Hidricas, Universidad Nacional del Litoral,
Argentina, Sept
.
1993-present
Contract Professor
, Istituto di
Idraulica, University of Genoa, Italy, May 1993 - August 1993
Research Fellow, St. Anthony Falls Hydraulic Laboratory, University of Minnesota, Jan. 1988 -
Dec. 1989
Research Assistant
,
St.
Anthony Falls Hydraulic Laboratory
,
University of Minnesota, Sep. 1983
-Dee. 1987
Teaching Assistant, Fluid Mechanics Lab., Dept. of Civil and Mineral Engineering, University
of Minnesota, Jan. 1984 - Jan. 1986
Research Docent, Apr. 1982 - Dec. 1987, and Teaching Assistant, Apr. 1979 - Mar. 1981,
Department of Hydrology, Universidad Nacional del Litoral, Argentina
Other Professional Experience
Visiting Research Engineer, National Applied Hydraulics Laboratory, INCyTH, Ezeiza, Buenos
Aires, Argentina, February-August 1983 (on leave from A.y.E.E.)
Assistant Engineer, Parana Medio Project, A.y.E.E., Santa Fe, Argentina, Mar. 1982-Aug. 1983.
Technical
Assistant, Parana
Medio Project, A.y.E.E., Santa Fe, Argentina, Nov. 1979 -
Feb. 1982
Marcelo H. Garcia
Page 2
11/22/2007

Teaching
:
Experience
Hydraulic
Engineering,
Water Resources Engineering, Field
Methods in Hydrology and
Environmental Sciences, Sediment Transport, River Mechanics, Environmental Hydrodynamics,
Open-Channel Hydraulics, Turbulence.
Areas
of Research Interest and Ex
p
ertise
Rh,er_Mechanics and Sediment Transport:
particle-turbulcnce interaction, sediment erosion and
resuspension by unsteady flows, saltation and suspension mechanics, turbidity currents,
meandering streams, bank erosion, bedform dynamics, river mixing, coherent turbulent
structures, particle/pollutant transport and transformation;
movable-bed hydraulic modeling;
impact of navigation on biota and sedimentation, mudflows and debris flows, sediment transport
in vegetated channels, wave-sediment-structure interaction, and large-scale computational river
mechanics.
Environmental Hydraulics:
hydraulics of bubble plumes, boundary-layer flows involving
turbulence-driven mass transfer at sediment-water interfaces; density currents, stratified flows;
fluid mechanics
of
wastewater disposal, ocean outfalls,
fluid turbulence; turbulence
measurements and modeling; turbulence effects on aquatic life; vegetation-flow interaction;
bubble-plume-sediment interaction and hydrodynamics of UV disinfection units, hydrodynamics
in settling tanks and impact of air entrainment in stream-reservoir water quality.
Water Resources Engineering:
river hydraulics and sedimentation, floodplain management,
flood and sedimentation hazard analysis, hydraulic engineering, drown-proofing of low-head
dams, hydraulic design of canoe chutes, reservoir sedimentation, environmental impact
assessment of dam and reservoir operation, sedimentation upon dam removal, storm-water
management, modeling of unsteady, closed and open-channel flows, flow measurements, risk
and uncertainty analysis.
Honors and Recognitions
Teaching
Recognized for Excellence in Advising, College of Engineering, UIUC, 1997, 2001
Included in Incomplete List of Teachers Ranked as Excellent by Their Students at UIUC:
Spring 1992, 1993, 1995, 1997, 2001, 2004 for CEE459 "Sediment Transport"
Spring 1994, 1996, 1998, 2003 for CEE498EH "Environmental Hydrodynamics"
Fall 1995, 1996, 1998 for CEE255 "Introduction to Hydrosystems Engineering"
Spring 1999 and 2004 for CEE353 "Analysis and Design of Hydraulic Systems"
Campus Award for Excellence in Graduate and Professional Teaching, Honorable Mention,"
2003.
Honorary Member Chi Epsilon National Civil Engineering Honor Society, April 2004.
Research
Alvin G. Anderson Award, University of Minnesota, 1989
Hokkaido River Disaster Prevention Institute Fellowship, Japan, 1990
National Science Foundation Research Initiation Award, 1992
Invited Professorship, University of Genoa, Italy, 1993
Listed in American Men and Women of Science, 1994-present
Invited Lecturer, University of Essen, Germany, 1995
Marcelo
H. Garcia
Page
3
11/22/2007

Invited Jury Member, Institut de Mccaniquc des Fluides, Toulouse, France, 1996
Karl Emil Hilgard Hydraulic Prize, ASCE, 1996. (Best Paper in J. of Ilydr. Eng., ASCE)
Invited Professorship, California Institute of Technology, 1997
Listed in Who's Who in Engineering, 1997-present
Walter Huber Civil Enginccring Research Prize, ASCE, 1998
International L.G. Straub Award for Best Ph.D. Thesis in Hydraulic Engineering presented to Dr.
Yarko Nino (advisee), 1998
Arthur and Virginia Nauman Faculty Scholar, Civil and Environmental Eng., UIUC, 1998
Illinois River Science Advisory Committee, 1998 (appointed by Lt. Governor of Illinois)
Karl Emil Hilgard Hydraulic Prize, ASCE, 1999. (Best Paper in J. of Hydr. Eng., ASCE)
Invited Professorship, Ecole Polytechnique Federal de Lausanne, Switzerland, 1999
Invited Professorship, Universidad do Castilla-La Mancha, Spain, 2000
University Scholar Award, University of Illinois at Urbana-Champaign, 2000-2003
International L.G. Straub Award for Best Ph.D. Thesis in Hydraulic Engineering presented to Dr.
Jeffrey Parsons (advisee), 2001
12`}'
Arthur Thomas Ippen International Award, 1AHR, Beijing, China, 2001
I Ionorary Professorship, Universidad Nacional del Literal, Argentina, 2001
Listed in Who's Who in the World, 2003
Corresponding Member, National Academy of Engineering of Argentina, 2005 (elected)
Hans Albert Einstein Award for contributions to the field of river engineering and sediment
transport, ASCE/EWRI/COPRI, 2006.
Editorships of Journals
International Journal of Hydraulic Research, IAHR, Editor-in-Chief, 2001-2006
Water Resources Research (American Geophysical Union), Associate Editor, 1999-2000
Hydraulic Eng, in Mexico (Mexican Institute of Water Technology), Assoc. Editor, 1999-present
International Journal of Infrastructure and Natural Disasters, Assoc. Editor, 2000-2005 (Puerto
Rico)
Ingcnicria del Agua, Madrid, Spain, International Associate Editor, 2005-present
Graduate Students Supervised
PhD: Yarko Nino (1995), Sung-Uk Choi (1996), Fabian Lopez (1997), Jeffrey Parsons (1997),
Martha Cardona (1997-Coadvisor with Doug Shaw) David Admiraal (1999), Xin lluang (1999),
Juan Fedele (2003), Arthur Schmidt (2002-Coadvisor with Ben Chic Yen), Jose Rodriguez
(2003),
Robert Holmes (2003), Fabian Bombardelli (2004), Carlos Marcelo Garcia (2005),
Yovanni Catano (2005), Mariano Cantcro (2006), Michael Yang (2006), Jorge Abad (2007),
Arturo Leon (2007), Xiaofeng Liu (2008), Octavio Scqueiros (2008-Co advisor with Gary
Parker), Juan Ezequiel Martin (2008), Francisco Pedocchi (2009), Albert Dai (2009), Blake
Landry (2010), Ruye Wang (2011), Jose Maria Mier Lopez (2011).
M.S. (with
thesis
):
Yarko Nino (1992), Anthony Dill (1994), Laura Bittncr (1994), Fabian
Lopez (1994), Chad Dunn (1996), Jeffrey Parsons (1996), Bernardo Echavarria (1996), Jose
Rodriguez (1998), Juan Fedele (1998), Jonathan Armbruster (1998), Andrew Waratuke (1999),
Andrew Peabody (2000), Marjorie Caisley (2000), Josephine Schuster (2000), Jacob Sperm (with
Chris Rehmann), Jose Guzman (2001), Jorge Abad (2002), Brigid Briskin (2002), Mariano
Cantcro (2002), Felix Lopez (2005), Lucas Rincon (2003), Rodrigo Musalcm (2003), Claudia
Manriquez (2005), Octavio Scquciros (2005), Francisco Pedocchi (2005), Salih Demir (2005),
Felix Lopez (2006) Javier Ancalle (2007), Davide. Motta (2008).
Marcelo 1
-
1.
Garcia
Page
4
11/22/2007

Invited Lectures and Conference Presentations
Keynote Lectures
"Trends in Environmental Hydrodynamics"
XVI Latin American Congress of Hydraulics
International Association for Hydraulic Research, IAHR,
Santiago, Chile, November, 1994.
"Flood Hazards in Pilar
,
Paraguay
:
The Human Side of Engineering"
Straub Award Lecture, University of Minnesota, Minneapolis, Minnesota, April 1998.
"Sediment Entrainment
by Unsteady
Turbulent Flows"
Fall
Meeting American Geophysical Union, San Francisco, California, December 1998
"Near
-Bed momentum Fluxes, Turbulent Bursting
,
and Bagnold's Hypothesis for
Sediment Suspension
," IAHR Symposium on River, Coastal and Estuarine
Morphodynamics, Genoa, Italy, September 1999.
"Nuevas Tendencias en la Hidraulica Fluvial y el Manejo de Rios"
XIX Latin American Congress of Hydraulics
International Association for Hydraulic Research, IAHR,
Cordoba, Argentina, October 2000.
"The Parana River: a Natural
Laboratory-the
tale of'the
tunnel under
the river"
12`x'
Arthur Thomas Ippen Award Lecture,
Cardiff, United Kingdom, June 2002.
"Holistic Stream Restoration
" US-Chinese Joint Workshop on Sediment Transport and
Environmental Studies, Marquette University, Wisconsin, July 2002.
"Water Management
in the USA:
Role of Water Transfers in California"
100`x'
Aniversario Asociacion de Ingenieros de Caminos Canales y Puertos, Spain
150`x'
Anniversary American Society of Civil Engineers (ASCE)
Madrid, Spain, September 2002.
"Turbulence in Open Channel Flows with Simulated Vegetation
:
implications for sediment
transport"
Keynote Lecture at Riparian Forest Vegetation Workshop, University of Trento, Italy, Feb.
2003.
"Holistic Stream Restoration
:
Challenges and Opportunties"
Symposium on "River, Coastal and Estuarine Morphodynamics (RCEM), Barcelona, Spain,
2003.
"Naturalizacion de Rios"
Primer Simposio Regional sobre Hidraulica de Rios, INA, Buenos Aires, Argentina, 2003.
"Sediment Science
-
New directions and evolving issues"
National Surface Water Meeting, US Geological Survey, San Antonio, Texas, Nov. 2003.
"Naturalizacion de Rios en Zona Urbanas
:
desafios y oportunidades para la hidraulica
fluvial"
XXI Congreso Latinoamericano de Hidraulica, Sao Pedro, Brasil, Oct. 2004
"Hydraulic in the Times of Cholera
:
the Chicago River
,
Lake Michigan and Urban
Growth," International Hydraulic Engineering and Research Association Congress (IAHR),
Seoul, South Korea, November 2005.
"La Hidraulica en los tiempos
de Colera: Chicago
y el desarrollo sustentable," 20
Aniversario Instituto Mexicano de Teenologia del Agua
,"
Curnavaca
,
Mexico, August
2006
Marcelo H. Garcia
Page 5
11/22/2007

"El Universo
de las corrientes de densidad
," Congreso
Latinoamericano
de Hidraulica,
IAHR, Ciudad Guayana, Venezuela, October 2006.
Invited Seminars
Hokkaido University, Japan, 1990
Tokyo Institute of Technology, Japan, 1990
Kyoto University, Japan, 1990
University of Genoa, Italy, 1993
Universidad Autonoma del Estado de Mexico, Mexico, 1993
Cornell University, 1994
Universidad Nacional del Litoral, Argentina, 1995
University of Essen, Germany, 1995
University of Karlsruhe, Germany, 1995
California Institute of Technology, 1996
Cornell University, 1997
IMTA, Mexico, 1997
University of Iowa, 1997
SUNY (Buffalo), 1998
University of Minnesota, 1998, 1999, 2003
Ecole Polytechnique Federate do Lausanne, Switzerland, 1999, 2002, and 2003
Arizona State University, 2000
Northwestern University, 2001
University of Iowa, 2002
University of Illinois, Theoretical and Applied Mechanics Department (TAM) 2002
University of Trento, Italy, 2003
University of Illinois, Geology Department, 2003
Universidad do Castilla-La Mancha, Spain, 2003
University of Minnesota, 2003
University of Zaragoza, 2006
Professional Societies
American Society of Civil Engineers (ASCE); International Association for Hydraulic Research
(IAIIR); American Geophysical Union (AGU); American Society for Engineering Education
(ASEE).
Activities in Professional Societies
American
Society of Civil Engineers (ASCE)
Member- Alfred Noble Prize Committee 1998-2002
Hydraulics Division
Discussion and Technical Note Awards Committee, Member, 1991 - 1994, Chairman, 1992 -
1994
Environmental and Water Resources Institute (EWRI)
Sedimentation Committee
Control Group Member, 1994 1998, chair 1998-2004
Member Einstein Award Committee 1999-2003
Editor-in-Chief, Sedimentation Engineering Manual 54 (vol. 2), 2000-2006
Engineering Mechanics Division
Marcelo 11, Garcia
Page 6
11/22/2007

Turbulence Committee, Member, 1992-1996; Control Group Member 1997-2000
International Association
for Hydraulic Research (IAHR)
Fluid Mechanics Committee, Member, 1994 - 2004
Editor-in-Chief, Journal of Hydraulic Research, 2001-2006
American
Geophysical
_
Union (AGO
Associate Editor, Water Resources Research 1998-2000.
Major Consulting Activities
Movable-bed hydraulic modeling, Northern States Power Company, Minnesota (1989)
Reservoir Sedimentation, Water Resources Planning Commission, Taiwan (1992)
River Sedimentation, Parana-Santa Fe Sub-Fluvial Tunnel Commission, Argentina (1993)
Environmental Impact of Navigation, U.S. Army Corps of Engineers, St. Louis Distr. (1996)
Flood Management, Government of Paraguay, USAID Office (1998)
Evaluation of Dam Removal Alternatives in the Pacific Northwest, Stillwater Science, Berkeley,
CA (2000)
Sedimentation Analysis for Stabilization of Rio Cuarto, Cordoba, Argentina, 2000
Hydrodynamic and Sedimentation Modeling of Housatonic River, MA, General Electric and
EPA, 2001-present
Hydrodynamic and Sedimentation Modeling in San Antonio River Tunnel (SART), Halff
Associates, Inc., 2002
Sediment Erosion and
Washout at Howard Street Tunnel, Baltimore, Maryland, CFX
Transportation, 2002.
Evaluation of Stormwater Management Manual for Puerto Rico, FEMA and University of Puerto
Rico, 2003.
Evaluation of Flood Control Project for City of Buenos Aires, Argentina, The World Bank,
2004.
Evaluation of Bermejo River Project, Argentina-Bolivia, United Nations Environmental Program
(UNEP), 2004-2005.
Evaluation of Rio Piedras Project for Flood Control and Stream Naturalization, Puerto Rico,
Applied Ecological Services, 2005.
Analysis of Reservoir Sedimentation and Water Supply, St Lucia, West Indies, Sir Halcrow and
Partners (2005).
Evaluation of Alternatives and Technology for Retention of Mining Tailings, West Papua,
Indonesia, MWII, 2006.
Analysis of Reservoir Sedimentation for Valenciano Reservoir, Puerto Rico, CSA & Associates,
2007.
Review
Panels and Scientific Committees
U.S. Environmental Protection Agency Review Panel on "The Role of Sediments on the
Transport and Fate of Pollutants in Freshwater and Estuaries", Newport, Rhode Island, 1990.
U.S.-Taiwan Bilateral Panel on "Understanding Sedimentation and Model Evaluation", National
Research Council and Federal Energy Regulatory Commission, Washington, DC, 1991.
Marcelo I1. Garcia
Page 7
11/22/2007

U.S.-Taiwan
Bilateral
Panel on "Understanding Sedimentation and Model Evaluation", National
Research Council and Federal Energy Regulatory Commission, San Francisco, California,
1993.
Office of Naval Research Workshop on "Continental Terrace Sediment Process", New York
University at Stony Brook, New York, 1993.
National Science Foundation Review Panel for Research Initiation Awards in Fluid, Hydraulic,
and Particulate Systems Program, Arlington
,
VA 1994.
Sino-German Workshop on "Unsteady Sediment Transport Modelling", Berlin, Germany, 1995.
(only representative from USA).
Sino-USA Workshop on "Sediment-Related Disasters", Beijing, China. (Supported by NSF),
March 1999.
Office of Naval Research Workshop on "Mine Burial Prediction in Coastal Environments," New
Orleans, Louisiana, 2000.
Workshop on "Modeling and Management of Environmental Issues," Invited Panelist on
Modeling of Contaminated Sediment Processes, Organized by Du Pont de Nemours and
Company, July 2000.
Steering Committee for Workshop on Environmental Windows for Dredging Projects, National
Research Council, July 2000-June 2001.
Expert Panel for "Development of a TMDL Model for PCBs in the Delaware River Basin,"
Delaware River Basin Commission, West Trenton, New Jersey, 2000-2001.
Expert Panel
for
"Housatonic River Hydrodynamic Modeling," Commonwealth of
Massachusetts, US Environmental Protection Agency, State of Connecticut, Department of
the Interior, NOAA, March- 2001.
Expert Panel for "River Science at the US Geological Survey," National Research Council, The
National Academics, Washington, D.C., 2004-2006
Expert Panel for "Water Resources at the US Geological Survey." National Research Council,
The National Academies, Washington, D.C., 2004-2006.
Science Advisory Committee, University of Trento, Italy, 20072010.
International Great Lakes Commission (Canada-USA)
Co-Leader Sedimentation Studies Task Working Group for St. Clair River, 2007-20 [ 0
Journal Referee
Journal of Hydraulic Engineering, ASCE
Journal of I rigiiiecring Mechanics, ASCE
Marcelo H. Garcia
Page 8
11/22/2007

Journal of Irrigation and Drainage, ASCE
Journal of Geotechnical and Geoenvironmental Engineering, ASCE.
Water International, IWRA
Water Resources Research, AGU
Experiments in Fluids
International Journal of Multiphase Flows
Journal of Geophysical Research, Oceans, AGU
Journal of Great Lakes Research
Journal of Sedimentary Research
Limnology and Oceanography
Marine Geology
Sedimentology
Oceanography
Journal of Fluid Mechanics
Physics of Fluids
Reviewer of Research Proposals:
National Science Foundation
U.S. Environmental Protection Agency
American Chemical Society
Great Lakes Research Foundation
Illinois
Water Resources Center
Purdue Water Resources Center
Wisconsin Sea Grant Program
Research Board, UIUC
Natural Environment Research Council, United Kingdom
Hong Kong Research Grants Council
The Leverhulme Trust, United Kingdom
Marsden Fund, The Royal Society of New Zealand
SDSU Foundation, California Energy Commission
Publications
Books
Garcia, M.fI. (Editor-in-Chicf), Manual of Practice 110 "Sedimentation Engineering; Processes,
Measurements, Modeling, and Practice," American Society of Civil Engineers, to appear
December 2007.
Garcia, M.H., "Hydrodynamics of Sediment Transport" to be published by John Wiley & Sons
(under preparation)
Garcia, M.H. "Hidrodinamica Ambiental" Centro de Publicaciones, Universidad Nacional del
Litoral, Argentina, 1996 (in Spanish).
f:ne elo pedia Articles
Garcia, M.H., "Turbidity Currents" in Encyclopedia of Earth System Science, Vol. 4, edited by
W.A. Nieremberg, Academic Press Inc., pp. 399-408, 1992 (invited).
Marcelo 13. Garcia
Page 9
11
/22/2007

Garcia, M.H., "Turbidity Current" in McGraw-Hill Encyclopedia of Science and Tqclinolo),y,
8th Edition, 18:680, 1997 (invited)
Adrniraal, D.M. and Garcia, M.1-1. (2002) "Impacts of Navigation and Navigation Structures on
Rivers," Article 2.7.5.1 in Rivers and Streams, in Encyclopedia of Life Support Systems
(EOLSS), Oxford, UK. (invited)
Chapters i
n Books
Garcia,
M.H., Nino, Y., and Lopez, F., "Laboratory Observations of Particle Entrainment Into
Suspension by Turbulent Bursting" In Coherent Flow Structures In Open Channels: Origins
Scales, and Interaction with Sediment Transport and Bed Morphology, Edited by Ashworth,
P.,
Bennetts, S., Best, T., and McLelland, S., John Wiley & Sons, Ltd., Chapter 3, 63-86,
1996.
Garcia,
M.H., "Sedimentation and Erosion Hydraulics," Chapter 6 in Hydraulic Design
Handbook, edited by Larry Mays, McGraw-Hill, Inc., 6.1-6.113, June 1999.
Fedcle, J., and M.H. Garcia, "Hydraulic Roughness in Alluvial Streams: A Boundary Layer
Approach," Chapter in Riverine Coastal and Estuarine Mar hod namics, G. Seminara
(Editor) to be published by Springer-Verlag, Italy, 2001.
Garcia,
M.H,, "Modeling Sediment Entrainment into Suspension, Transport, and Deposition in
Rivers," Chapter in "Model Validation in Hydrologic Science," Paul Bates and Malcolm
Anderson (Editors), Wiley and Sons, United Kingdom, February 2001.
Garcia,
M.H., "Sediment Transport Mechanics," Chapter- 2 in Sedimentation Engincering
Manual 110, ASCE, to appear in 2007.
Garcia, M.H., Mac Arthur, R., Bradley, J., and R. French, "Sedimentation Hazards," Chapter 19
in Sedimentation Ian 7in^g Manual 110, ASCE, to appear in 2007.
Garcia, M.H., Lopez, F., Dunn, C. and C. Alonso, "Flow, Turbulence and Resistance in a Flume
with Simulated Vegetation," in Riparian. Ve etation and Fluvial Gcomor holo 7 : Hydraulic,
Hydrologic and Geotechnical Interactions," Edited by Sean Bennett and Andrew Simon,
American Geophysical Union, Washington DC, 2004.
Mono; ral2hs
Garcia, M.H., "Environmental
Hydrodynamics", Latin
American
Division,
International
Association for Hydraulic Research, Santiago, Chile, 189 p., 1994. (in Spanish).
Articles in Journals
Parker, G., Garcia, M.H., Fukushima, Y., and W. Yu, "Experiments on Turbidity Currents over
an Erodible Bed", Journal of Hydraulic Research, IAHR, vol. 25, N1, pp. 123-147, 1987.
Garcia,
M.H., and Parker, G., "Experiments on Hydraulic Jumps in Turbidity Currents Near a
Canyon-Fan Transition", Science, vol. 117, N4, pp. 393-396, July 1989.
Marcelo 11. Garcia
Page 10
11/22/2007

Garcia,
M.H., and Parker, G., "Entrainment of Bed Sediment into Suspension", Journal of
Hydraulic En incering, ASCE, vol. t 17, N4, pp. 414-435, April 1991.
Garcia, M.H., and Parker, G., "Experiments on the Entrainment of Sediment into Suspension by
a Dense Bottom Current", Journal of Geophysical Research (oceans), AGU, vol. 98, C3, pp.
4793-4807, March 1993.
Garcia
,
M.1-1., "Hydraulic Jumps in Sediment-laden Bottom Currents
",
Journal of Hydraulic
En k incering
,
ASCE, vol.
199, N6, pp. 1094-1117, October 1993.
Garcia, M.H., and Nino, Y., "Dynamics of Sediment Bars in Straight and meandering; Channels:
Experiments on the Resonance Phenomenon", Journal of Hydraulic Research, IAHR, vol. 31,
N6, pp. 739-761, 1993.
Nino, Y.,
Garcia, M
.
H., and Ayala
,
L., "Gravel Saltation I: Experiments
",
Water Resources
Research
,
AGU, vol.
30, N6, pp
.
1907-1914, June 1994.
Nino, Y., and Garcia, M.H., "Gravel Saltation 11:
Modeling", Water Resources Research, AGU,
vol. 30, N6, pp. 1915-1924, June 1994.
Garcia, M.
I-I., "Depositional
Turbidity Currents Laden with Poorly-Sorted
Sediment
," Journal of
I_I_ydraulic Engineering, ASCE, vol. 120, N11, pp. 1240-1263, Nov. 1994.
(received Ililgard
Ilydraulic Prize from ASCE for this paper)
Garcia,
M.I4., Lopez, F., and Nino, Y., "Characterization of Ncar-Bed Coherent Structures in
Turbulent
Open Channel Flow Using Synchronized High-Speed Video and Hot-Film
Measurement", Experiments in Fluids, vol. 19, pp, 16-28, 1995.
Choi, S.U., and Garcia, M.H., "Modelling of One-Dimensional Turbidity Currents with a
Dissipative-Galerkin Finite Element Method," Journal of Hydraulic Research, IAHR, vol. 33,
N5, pp, 1-26, 1995.
--
Garcia,
M.H., and Parsons
,
J.D., "Mixing at the Front
of Gravity Currents," Dynamics of
Atmospheres
and Oceans
,
vol. 24, 197-205, 1996.
Lopez, F., Nino, Y., and Garcia, M.H., "Turbulent Coherent Structures in Open-Channel Flows
with Smooth Beds," Hydraulic Engineering in Mexico, vol. X1, 1, pp. 5-13, IMTA, Mexico,
1996 (in Spanish).
Nino, Y., and Garcia, M.H., "Experiments on Particle-Turbulence Interactions in the Near Wall
Region of an Open Channel Flow: Implications For Sediment Transport", Journal of Fluid
Mechanics, 326, 285-319, 1996.
Pratson, L,K, H.J. Lee, G. Parker, M.H. Garcia, B.J. Coakley, D. Mohrig, J. Locat, U. Mello,
J.D. Parsons, S. Choi and K. Israel, "Studies of Mass-Movement Processes on Submarine
Slopes," Oceanography, 9:3, 168-172, 1996.
Marcelo
H. Garcia
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Choi, S.U., and Garcia, M.11, "Arbitrary Lagrangian-Eulerian Approach for Finite Element
Modeling of Two-Dimensional Turbidity Currents," Water International, 21, 175-I82, 1996.
Huang, X. and M.1I, Garcia, "A Perturbation Solution for Bingham Plastic Mud Flows," ASCE,
Journal of Hydraulic Engineering, 123:11, 984-996, 1997. (Received the 1999 Karl Emil
Hilgard Hydraulic Prize from ASCE for this paper)
Nino, Y., and Garcia, M.H., "Using Lagrangian Particle Saltation Observations for Bcdload
Sediment Transport Modeling, " Hydrological Processes, 12, 1197-1218, 1998.
Nino, Y. and M.I1. Garcia, "On Engelund's Analysis of Turbulent Energy and Suspended Load,"
ASCE, Journal of Hydraulic Engineering, 124:4, 480-483 (technical note), 1998.
Nino,
Y. and M.H. Garcia, "Experiments on Saltation of Fine Sand," ASCE, Journal of
Hydraulic En drin
ccring, 124:10, 1014-1025, 1998.
Lopez, F. and M.H. Garcia, "Open-Channel Flow Through
Simulated Vegetation
:
Suspended
Sediment Transport
Modeling," Water
Resources
Research, 34:9, 2341-2352, 1998.
lluang, X. and M.H. Garcia, "A Herschel-Bulkley Model for Mud Flows Down a Slope, Journal
of Fluid Mechanics, 374, 305-333, 1998.
Parsons
,
J.D. and M
.
H. Garcia, "Similarity
of Gravity Current
Fronts,
" Physics of
Fluids
, 10:12,
3209-3213, 1998.
Huang, X. and M.H. Garcia, "Modeling of Non-Hydroplaning Mudflows on Continental
Slopes," Marine Geology, 154:131-142, 1999.
1_6pez, F. and M.H. Garcia, "Wall Similarity in Open Channels:
Universal value of the
Normalized Vertical Flux of Turbulent Kinetic Energy, "ASCE Journal of Engineering
Mechanics, "Special Issue on Turbulence," 125:7,789-796, July 1999.
Garcia,
M.H., Admiraal, D.M., and J.F. Rodriguez," Laboratory Experiments on Navigation-
Induced Bed Shear Stresses and Sediment Resuspension," vol. 14(2), 303-317, International
Journal of Sediment Research, 1999.
Nino, Y., F. Lopez, 1. Hilliner, C. Pirard, and M.11. Garcia, "Numerical Modeling of Wind-
Induced Turbulent Mixing Processes in Stratified Water Bodies. Hydraulic Engineering in
Mexico, vol. XV, 1, 13-25, 2000 (in Spanish).
Admiraal,
D. and
M.H.
Garcia,
"Laboratory
Measurements of Suspended Sediment
Concentration Using an Acoustic Concentration Profiler (ACP)," Experiments in Fluids, Vol.
28, 116-127, 2000.
Parsons, J.D. and M.I1. Garcia, "Enhanced Sediment Scavenging Due to Double-Diffusive
Convection," Journal of Sedimentary Research, Vol. 70, N1, 47-52, January 2000.
Marcelo 1-I. Garcia
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12
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Admiraal, D., M.H. Garcia and Rodriguez, J.F., "Entrainment Response of Bed Sediment to
Time-Varying Flows," Water Resources Research, 36: 1, 335-348, January 2000.
Huang, X. and M.H. Garcia
, "
Pollution of Gravel Spawning
Grounds by Deposition of
Suspended Sediment," Journal of Environmental Engineering
,
ASCE, vol. 126, N10, 963-
967, October 2000.
L6pez, F. and M.H. Garcia, "Risk of Sediment Erosion and Suspension in Turbulent Flows,"
Journal of Hydraulic Engineering, vol. 127, N3, 231-235, March 2001.
L6pez, F. and M.H. Garcia, "Open-Channel Flow Through Simulated Vegetation: Mean Flow
and Turbulence Modeling," Journal of Hydraulic .Engineering, ASCE, vol. 127, Nos, 392-
402, May 2001.
Rodriguez
, J. F., Garcia, M.
H. and Admiraal,
D.M. "Computation
of entrainment of sediment into
suspension
in unsteady turbulent flows using an stochastic approach
."
Ingenieria Hidroulica
en Mexico,
16(2), 5-16 (
2001) (in Spanish).
Choi, S-U. and Garcia, M.H. "Spreading of gravity
plumes on an incline
," Coastal En kin Bering
v. 43, p. 221-237, 2001
Teeter,
A.M., Johnson, B.II., Berger, C., Stelling, G., Scheffner, N.W., Garcia, M.H. and
Parchure, T.M., "Hydrodynamic and sediment transport modeling with emphasis on shallow-
water, vegetated areas (lakes, reservoirs, estuaries and lagoons)," IHydrobiologia 444: 1-23,
2001.
Choi, S-U. and Garcia, M.H.
"k-e
turbulence modeling of density currents developing two
dimensional on a slope," Journal of Hydraulic Engineering, v. 128, p. 55-62, 2002.
Rodriguez
,
J. F., Admiraal
,
D.M., Garcia, M.H. and L6pcz
,
F. (2002) "Unsteady bed shear
stresses induced by navigation
:
laboratory observations
,"
J Ilyclr. Eng.,
ASCE,
128(5).
Wade, R J.,
Rhoads, B. L., Rodriguez
, J. F., Daniels,
M., Wilson, D., Herricks, E. E.,
Bombardclli
, F. A., Garcia,
M. H., and Schwartz
,
J.
(2002). "
Integrating Science and
"Technology to
Support Stream Naturalization
near Chicago,
Illinois.
" J.
American Water
Resources Association,
AWRA, 38, 931-944.
Buscaglia, G
.
C., Bombardclli, F. A., and Garcia
,
M. 1-1. (2002). "Numerical modeling of large-
scale bubble plumes accounting for mass transfer effects
."
Int. J.
of
Multiphase Flow,
vol.
28, 1763-1785.
Nirio, Y., F. L6pcz, and M.H. Garcia, "Threshold for
Particle Entraimmnct into Suspension,'
Se&inc ntology,
International Association of Sedimentologists
, vol. 50, 247-263, 2003.
Rodriguez, J. F., Bombardclli
, F.
A., Garcia,
M. H., Frothingham
,
K., Rhoads, B
. L.,
Abad, J. D.,
and Guzmdn
,
J.
M. (2004). "
Iligh-resolution numerical simulation
of flow through a highly
sinuous
river
reach
."
Water Resources Management,
Kluwer.
Marcelo 11. Garcia
Page 13
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Bombardelli, F.A. and Garcia, M.H. "Hydraulic design of large-diameter pipes,"
Journal of
Hydraulic Engineering,
ASCE, vol. 129, NO 11, November, 2003.
Coleman, S.F,
.,
Fedcle, J.J., and Garcia, M.1-1. "Closed-conduit bcd-form initiation and
development
.
Journal of Hydr. Eng.,
ASCE, vol.
129, No 12, December 2003.
Rodriguez, J. F., Bombardelli, F. A., Garcia, M. H., Frothingham, K., Rhoads, B. L., Abad, J. D.,
and Guzman, J. M. "High-resolution
numerical
simulation of flow through a highly sinuous
river reach."
Water Resources Management,
Kluwer, vol. 18, pp. 177-199, 2004..
Garcia, C.M., Cantero, M, Nino, Y. and Garcia, M.H. "Turbulence Measurements Using
Acoustic Doppler Vclocimeters,"
Journal of Hydraulic Engineering,
ASCII, 131: 1062-1073,
2005.
Abad J. D. and Garcia, M. H.,
"RVR
Meander: A toolbox for re-meandering of channclized
streams,"
Computers & Geosciences, 32:
92-101, 2006.
Catano-Lopera
,
Y., Demir,
S.T., and Garcia, M.11, "Self-Burial of Free Cylinders under
Oscillatory
Flows and Waves plus Currents
."
Accepted with revisions
in IEEE
J. of Oceanic
Engineering,
2005.C
Catano-Lopera, Y. and Garcia, M.H., "Burial of Short Cylinders Induced by Scour under
Combined Waves and Currents." J
Wtrvvy., Port, Coast., and Oc. Engrg.,
ASCE, 132(6),
439-449, 2005.
Catano-Lopera, Y. and Garcia, MA., "Geometry and Migration Characteristics of Bedforms
under Waves and Currents: Part 1, Ripplcs Superimposed on Sandwaves."
Coastal
Engineering,
53, 763-780, 2006.
Catano-Lopera, Y. and Garcia, M.H., "Geometry and Migration Characteristics of Bedforms
under Waves and Currents: Part 2, Sandwaves and flow structure."
Coastal Engineering,
53,
781-793, 2006.
Cantero, M.; Balachandar, S.; Garcia, M. and Ferry, J., " Direct numerical simulation
of planar and cylindrical density currents,"
Journal of Applied Mechanics,
ASME, 73, 923-
930,2006.
Le6n A. S., Ghidaoui, M. S., Schmidt, A.
R., and Garcia
M. H.. "Godunov-
type solutions for
transient flows in sewers
." J.
Hydraul. Eng.,
ASCE, in press, 2006.
Demir, S.T, and Garcia, M.H., "Experimental studies on burial of finite-length cylinders under
oscillatory flow." J
Wtrwy., Port, Coast., and Oc. Engrg.,
ASCE, 2006..
Garcia C; Jackson P; and Garcia M.. "Confidence intervals in the determination of turbulence
parameters".
Experimenst in P'luids,
in press, 2006.
Marcelo If. Garcia
Page
14
11/22/2007

Admiraal, D., Musalem, R., Garcia, M.H., and
Nino, Y, "Vortex
trajectory hysteresis above sclf-
formed vortex ripples
,"
Journal (?f Hydraulic
Research
.,
IAHR, in press, 2006.
Garcia C.M. and Garcia M.H., "Characterization of flow turbulence in large-scale bubble-plume
experiments,"
Experimenst in Muids,
2006.
Scqueiros
,
4., Nino, Y, and Garcia,
M.H., "Erosion of finite thickness sediment beds by single
and multiple circular jets
," IAHR, J.
Hydraad. Eng.,
ASCE, in press, 2006.
Pedocchi, F., and Garcia M.H.,
"Evaluation
of the LISST-ST
instrument
for suspended particle
size distribution and
settling velocities,"
Continental She f Re'se'arch,
26 ,
943-958, 2006,
Pedocchi
,
F., and Garcia M.H., "Noise-resolution
trade-off
in projection algorithms for laser
diffraction particle
sizing
," Applied Optics,
45(15), 2006.
Abaci
J.
D. and Garcia
,
M. H. RVR
Meander
:
A toolbox for re-meandering of channelizcd
streams
. Computers k Gcoscicnccs, ^2: 92-101 2006.
Abad, J. D., F3usc:^ts^lia.
G.
,md Garcia, N1, It.
2D Stream Hydrodynamic, sediment transport and
bed morphology model for engineering applications.
[n Dress, I lyclrologicaI Processcs. 2007.
Cantero, M,I,, Lee, J.R., Balachandar, S., and Garcia, MI I., "On the front velocity of gravity
currents,' Journal of Fluid Mechanics, in press, 2007.
Discussions
Amslcr, M.L. and M.H. Garcia, Discussion of "Sand-Dune Geometry of Large Rivers During
Floods," by P.Y. Julien and G.J. Klaasen, Journal of Hydraulic Engineering, 123:6, 582-584,
1997.
Garcia,
M.11, Discussion on "The Legend of A.F. Shields," by John M. Buffington,
.Iournal of
Hydraulic Engineering,
ASCE, Vol. 126, 718-720, Sept. 2000.
Bombardelli, F. A., Hirt, C. W., and Garcia, M. H. (2001). "Discussion on `Computations of
curved free surface water [low on spiral concentrators,' by B. W. Matthews, C. A. J.
Fletcher, A. C. Partridge, and S. Vasquez." J. H
y
d. Engrg., ASCE, 122(7), 629-630.
Abad, J. D. and Garcia, M. H. Discussion of "Efficient algorithm for Computing Einstein
Integrals by Junke Guo and Pierre Y. Julien" (Journal of Hydraulic Engineering, Vol. 130,
No. 12, pp. 1198-1201, 2004).
Journal ofllydraulic Engineering,
ASCE, 132 (3): 332-334,
2006.
Technical Reports and Conference Proceedings
Reports
Santarelli,
G., and Garcia, M.H., "Analysis of the Navigability Conditions in the Parana River
and its Tributaries, Associated with the Construction of Parana Medio Dam", A.y.E.E., Santa
Fe, Argentina, 1979 (in Spanish).
Marcelo H. Garcia
Page 15
11/22/2007

Garcia, M.H., and Onipchenko, G., "Experimental Determination of the Critical Velocity for the
Erosion of Clays, Downstream of Parana Medio Dam", Hydraulics Laboratory, Universidad
Nacional del Litoral, Santa Fc, Argentina, 1981 (in Spanish).
Garcia, M.H., Poucy, N., and Onipchcnko, G., "Hydraulic Model Study of the Parana River
Closure", Hydraulics Laboratory, Universidad Nacional del Litoral", Santa Fc, Argentina,
1981 (in Spanish).
Garcia, M.H., and Pouey, N., "Hydraulic Model Study of the Zapata Creek Closure", Hydraulics
Laboratory, Universidad Nacional del Litoral, Santa Fe, Argentina, 1982 (in Spanish).
Pouey, N., Tomat, G., Garcia, M.H., and Zanazzi, J., "Physical Model of Fish Elevator",
Hydraulics Laboratory, Universidad Nacional del Litoral, Santa Fe, Argentina, 1982. (in
Spanish).
Garcia, M.II., and Quinodoz, H., "Mathematical Model
of Parana
Medio's Navigation Lock
Filling System", Report LI-IA-046-02-84, National Applied Hydraulics Laboratory, INCyTH,
Ezeiza, Argentina (1984) (in Spanish).
Parker, G., Johannesson, H., Garcia, M.H., and Okabc, K., "Diagnostic Study of the Siltation
Problem at the Wilmarth Power Plant Cooling Water Intake on the Minnesota River", Project
Report No. 277 St. Anthony Falls Hydraulic Laboratory, University of Minnesota, 1988.
Parker, G., Garcia, M.H., Johannesson, H., and Okabc, K., "Model Study of the Minnesota River
Near
Wilmarth Power Plant, Minnesota", Project Report No. 284, St. Anthony Falls
Hydraulic Laboratory, University of Minnesota, 1989.
Garcia, M.II., "Depositing and Eroding Sediment-Driven Flows: Turbidity Currents", Project
Report No. 306, St. Anthony Falls Hydraulic Laboratory, University of Minnesota, 1990.
(Ph.D. Thesis).
Nino, Y., and Garcia, M.H., "Sediment Bars in Straight and Meandering Channels: Experimental
Study on the Resonance Phenomenon", Civil Engineering Studies, Hydraulic Engineering
Series No. 42, UILU-Eng-92-2010, UIUC, 1992.
Garcia, M.H., L. Bittner
, and Y.
Nino, "Mathematical Modeling of Meandering Streams in
Illinois: A Tool
for Stream Management and Engineering
",
Civil Engineering Studies,
IIydraulic Engineering Series No. 43
,
UILU-Eng-94-2012, UIUC, 1994.
Parsons, J.D., and Garcia, M.H., "Flow Structure and Mixing at Saline Gravity Current Fronts",
Civil Engineering Studies, Hydraulic Engineering Series No. 45, UILU-Eng-95-2007, UIUC,
1995.
Nino, Y., Lopez, F., and Garcia, M.H., "Particle-Turbulence Interaction in an Open-Channel
Flow: Implications for Bedload Transport and Sediment Entrainment Into Suspension", Civil
Engineering Studies, Hydraulic Engineering Series No. 47, UILU-Eng-95-2019, UIUC,
1995.
Marcelo H. Garcia
Page 16
11
/22/2007

Dill,
A.J.,
Garcia,
M.H., and Valocchi, A.J., "Video-Based Particle Tracking Velocimetry
,Fcchnique for
Measuring Flow Velocity in Porous Media", Civil Engineering Studies,
Hydraulic Engineering Series No. 48, UILU-Eng-95-2020, UIUC, 1995.
Bittner
, L.D., Nino,
Y., and Garcia, M.H., "River bed Response to Channel Width Variation:
Theory and Experiments
,"
Civil Engineering Studies, Hydraulic Engineering Series No. 49,
UILU-Eng-95-2021, UIUC, 1995.
Freeman, J.W., and Garcia, M.H., "Hydraulic Model Study for the Drown Proofing of Yorkville
Dam Illinois," Civil Engineering Studies, Hydraulic Engineering Series No. 50, UILU-Eng-
96-2005, UIUC, 1996.
Dunn, C., Lopez, F., and Garcia, M.H., "Mean Flow and Turbulence in a Laboratory Channel
with Simulated Vegetation," Civil Engineering Studies, Hydraulic Engineering Series No.
51, UILU-Eng-96-2009, UIUC, 1996.
Armbruster, J.T. and M.H. Garcia, "Hydraulic Model Study for the Restoration of Batavia Dam,
Fox River, Illinois," Civil Engineering Studies, Hydraulic Engineering Series No. 55, UILU-
ENG-98-2001, UIUC, 1998.
Garcia, M.H., D.M. Admiraal, and J. Rodriguez, "Navigation-Induced Bed Shear Stresses:
Laboratory Measurements, Data Analysis, and Application," Civil Engineering Studies,
Hydraulic Engineering Series, No. 56, UILU-ENG-98-2002, UIUC, 1998.
Yen, B.C., M.H. Garcia, C.D. Troy and J. Armbruster, "Stream Channel Migration Effects on
Bridge Approaches and Conveyance," Report No. ITRC FR-94-4, Illinois Transportation
Research Center, Illinois Department of Transportation, 1998.
Caisley, M.E., and M.H. Garcia, "Canoe Chutes and Fishways for Low-Head Dams: Literature
Review and Design Guidelines," Civil Engineering Studies, Hydraulic Engineering Series
No. 60, UILU-99-2001, UIUC, 1999.
Garcia, M.H., D.M. Admiraal, and J.F. Rodriguez, "Sediment Entrainment Functions for
Navigation-Induced Resuspension," Civil Engineering Studies, Hydraulic Engineering Series
No. 61, UILU-99-2006, UIUC, 1999.
Waratuke, A.R. and M.H. Garcia, "Hydraulic Model Study of the Boncyard Creek at Wright
Street,
Champaign-Urbana, Illinois," Civil Engineering Studies, Hydraulic Engineering
Series No. 62, UILU-99-2010, UIUC, 1999.
Caisley, M
.,
Bombardelli
,
F.,
and M.H. Garcia
,
"
Hydraulic Model Study of a Canoc-Chute for
Low head
Dams in Illinois," Civil Engineering Studies, Hydraulic Engineering Series No.
63, UILU-99-2012, UIUC, 1999.
Peabody, A
.
M. and M.H. Garcia, "Hydraulic Model Study of the Boncyard Creek at Lincoln
Avenue, Urbana
,
Illinois
,"
Civil Engineering Studies, Hydraulic Engineering Series No. 65,
UILU-00-2002
, UIUC, 1999.
Marcelo I3. Garcia
Page
17
11/22/2007

Eight (8) Technical Reports need to he added.
Conference Proceedinz5
Garcia, M.H., and Onipchenko, G., "Study of the Erosion of Clays in a Flume", Proceedings of X
Latin American Congress of Hydraulics, IAHR, Mexico, 1982.
Garcia, M.I-I., Yu, W., and Parker, G., "Experimental Study of Turbidity Currents", Proceedings
of Advancements in Aerodynamics, Fluid Mechanics, and Hydraulics, ASCE, Minneapolis,
Minnesota, 1986,
Garcia, M.H., and Parker, G., "On the Numerical Prediction of Turbidity Currents", Proceedings
of Third
International
Symposium on River Sedimentation, The University of Mississippi,
University, Mississippi, pp. 1556-1565, 1986. (invited)
Garcia
,
M.I-I., and Parker
,
G., "Entrainment of Bed Sediment by Density Underflows",
Proceedings of National Hydraulic Engineering Conference
,
ASCU, Colorado
Springs,
Colorado, 1988.
Garcia,
M.II., and Nino, Y., "Lagrangian Description of Bedload Transport by Saltating
Particles",
Proceedings of the Sixth IAIIR International Symposium on Stochastic
Hydraulics, Taipei, Taiwan, pp. 259-266, 1992. (invited).
Garcia,
M.1I., "Boundary Conditions for Sediment-laden Flows", Proceedings of the Hydraulic
Engineering Sessions at Water Forum'92, ASCE, Baltimore, Maryland, pp. 404-409, 1992.
Garcia,
M.II., "College Education in Environmental Engineering", Proceedings of Seminario
Internacional Sobre cl
Medio Ambiente, Universidad Naciona Autonorna del Estado do
Mexico, Toloca, Mexico, 1993. (invited).
Choi, S.U.,
and Garcia, M
.
H., "Kinematic Wave Approximation for Debris Flow Routing",
Proceedings
of the XXV Congress
IAIIR, Tokyo,.Iapan
,
vol. B, pp
.
94-101, 1993.
Nino, Y., Garcia, M.H., and Ayala, K., "Video Analysis of Gravel Saltation", Proceedings of
Hydraulic Engineering '93, San Francisco, California, vol. 1, pp. 983-988, 1993.
Nino, Y., Lopez,
F., and Garcia
,
M.H., "High
-
Speed
Video Analysis of Sediment-Turbulence
Interaction", Proceedings Symposium on Fundamentals
and Advancements in Hydraulic
Measurements
and E
xperimentation
,
ASCII, Ed. C.A. Pugh, Buffalo, New York, pp. 213-
222, 1994.
Lopez, F., Nino, Y., and Garcia, M.H., "Simultaneous Flow Visualization and Hot-Film
Measurements", Proceedings Symposium on Fundamentals and Advancements in Hydraulic
Measurements and Experimentation, ASCE, Ed. C.A. Pugh, Buffalo, New York, pp. 490-
499,1994.
Marcelo I-I. Garcia
Page 18
11
/22/2007

Choi, S.U., and Garcia, M.H., "Finite Element Simulation of Turbidity Current With Internal
Hydraulic Jump", Proceedings X International Conference on Computational Methods in
Water Resources, Eds. A. Peters et al., Heidelberg, Germany, pp. 1283-1290, 1994.
Bittncr, L., Nino, Y., and Garcia, M.H., "Mathematical Models to Assess Stream Dynamics",
Proceedings
Hydraulic Engineering '94, ASCE, Eds. G.V. Cotroneo and R.R. RUmer,
Buffalo, New York, pp. 391-395, 1994.
Garcia,
M.H., and Parsons, J., "Mixing at Gravity Currents Fronts", Proceedings 4th
International Symposium on Stratified Flows", Ed. E. Hopfinger, Grenoble, France, pp. 232-
240, 1994.
Lopez, F., Nino, Y., and Garcia, M.H., "Coherent Turbulent Structures in Open Channel Flows",
XVI Latin American Congress of Hydraulics, IAHR, Santiago, Chile, pp. 185-196,1994. (in
Spanish).
Nino, Y., Lopez, F., and Garcia, M.H., "Particle-Turbulence Interaction in Boundary Layer
Flows", XVI Latin American Congress of Hydraulics, IAHR, Santiago, Chile, pp. 231-242,
1994. (in Spanish).
Garcia,
M.1I., Nino, Y., and Lopez, F., "Sediment-Turbulence Interaction in Bounbdary layer
Flows", Proceedings 10th Engineering Mechanics Conference, ASCE, Ed. S. Sture, Boulder,
Colorado, pp. 679-682, 1995.
Parsons
,
J.D., and Garcia
,
M.H., "Visualization of Mixing at Density Current Front with Laser-
Induced Fluorescence
, "
Pro ceedings 10th Engineering Mechanics Conference
, ASCE, Ed. S.
Sture
,
Boulder
,
Colorado, pp. 998-1001,1995.
Lopez,F., Dunn, C. and Garcia, M.H., "Turbulence Characteristics of Flow Over a Cobble Bed",
Proceedings of Water Resources Engineering, ASCE, Eds. W.H. Espcy,J r. and P.H. Combs,
San Antonio, Texas, pp. 66-70, 1995.
Lopez, F., Dunn, C., and Garcia, M.II., "Turbulent Open-Channel Flow Through Simulated
Vegetation", Proceedings of Water Resources Engineering, ASCE, Eds. W.H. Espcy,Jr. and
P.H. Combs, San Antonio, Texas, pp. 99-103, 1995.
Lopez, F., and Garcia, M.H., "Simulation of Suspended Sediment Transport in Vegetated Open
Channel Flows with a K-Epsilon Turbulence Model", Proceedings of Water Resources
Engineering, ASCE, Eds. W.H. Espey, Jr. and P.H. Combs, San Antonio, Texas, pp. 104-
108, 1995.
Choi, S.U., and Garcia, M.I-I., "Finite Element Simulation of 2-Dimensional Turbidity Currents",
Proceedings of Water Resources Engineering, ASCE, Eds. W.H. Espey,Jr. and P.H. Combs,
San Antonio, Texas, pp. 613-617, 1995.
Nino, Y., and Garcia, M.H., "Sediment Particle Motions in the Wall Region of a Turbulent
Boundary layer", Proceedings of Water Resources Engineering, ASCE, Eds. W.H. Espey,Jr.
and P.H. Combs, San Antonio, Texas, pp. 1789-1793, 1995.
Marcelo If. Garcia
Page 19
11/22/2007

L6pcz, F. and M.H. Garcia, "On the Relationship Between Net Momentum Fluxes and Wall-
Normal Velocity Fluctuations," Proceedings of the 11th Conference in Engineering
Mechanics, ASCE, eds. Y.K. Lin and T.C. Su, Fort Lauderdale, Florida, 661-664, 1996.
Dunn, C., F. L6pcz and M.11. Garcia, "Vegetation-Induced Drag:
An Experimental Study,"
Proceedings of the ASCE Water Resources Engineering Conference, Anaheim, California,
1996.
L6pez, F. and M.H. Garcia, "Synchronized Measurements of Bed-Shear Stress and Flow
Velocity," Proceedings of the ASCE Water Resources Engineering Conference, Anaheim,
California, 1996.
L6pcz, F. and M.ll. Garcia, "Turbulent Coherent Structures in Cobble-Bed Open-Channel Flow
with Small Relative Submergence," Proceedings of RIVERTECH96, Ist International
Conference on New/Emerging Concepts for Rivers, Chicago, Illinois, September 22-26,
1996.
1,6pcz, F. and M.11 Garcia, "Suspended Sediment Transport Capacity in Vegetated Water
Channels," Proceedings of RIVERTECH96, ist International Conference on New/Emerging
Concepts for Rivers, Chicago, Illinois, September 22-26, 1996.
Lopez, F. and M.H. Garcia, "Turbulence and Sediment Transport in Vegetated Open Channels:
Simulation Using Two-Equation Turbulence Models," Proceedings of RIVERTECH96, I st
International
Conference on Ncw/Emerging Concepts for Rivers, Chicago, Illinois,
September 22-26, 1996.
Niiio,
Y., F. L6pcz and M.H. Garcia, "Numerical Modeling of Mixing
Processes
in Stratified
Water Bodies," Proceedings of the XVII Latin American Congress of Hydraulics, IAHR,
Guayaquil, Ecuador, 1996.
Parsons, J.D. and
All. Garcia, "Turbulence Characteristics of Saline Gravity Current Fronts,"
11th ASCE Engineering Mechanics Conference, Ft. Lauderdale, Florida, 1996.
L6pez, F. and M.H. Garcia, "Open-Channel Flow through Simulated Vegetation: Turbulence
Modeling and Sediment Transport," Wetlands Research Program Technical Report WRP-
CP-10,
U.S.
Army Corps of Engineers Waterways Experiment Station, Vicksburg,
Mississippi, 1997.
1.61)ez,
F. and M.H. Garcia, "Probability Concepts in Sediment Transport Mechanics," 27th
Congress of International Association for Hydraulic Research, eds. F.M. Holly and A.
Alsaffar, San Francisco, California, 11974202, 1997.
Huang, X. and M.I-i. Garcia, "Asymptotic Solution for Bingham Debris Flows," Proceedings of
the I st International Conference on Debris-Flow Hazard Mitigation, ed. Cheng-lung Chen,
ASCE, San Francisco, California, 561-575, 1997.
Marcelo 11. Garcia
Page 20
11/22/2007

Lopez, F. and M. H. Garcia, "Turbulence Structure in Open-Channel Flow with Roughness of
Different Spanwise Aspect Ratio," XII Engineering Mechanics Conference, ASCE, La Jolla,
California, May 1998.
Admiraal, D.M. and M.H. Garcia, "Vertical Distribution of Sediment Concentration in an
Unsteady Flow," XII Engineering Mechanics Conference, ASCE, La Jolla, California, May
1998.
Parsons, J.D
.
and M.H
.
Garcia, "Stability of Warm
,
Fresh, Sediment
-
Laden Surface
Gravity
Current
,"
XII Engineering Mechanics Conference
,
ASCE,
La Jolla, California
,
May 1998.
Garcia,
M.H. and F. Lopez, "Sedimentation in Vegetated Rivers," Proceedings of the Wetlands
Engineering and River Restoration Conference
, ASCE,
Denver
,
Colorado, 1998.
Admiraal, D.M., J.F. Rodriguez and M.H. Garcia, "Sediment Resuspension Due to Navigation,"
Proceedings of the 7th International Symposium on River Sedimentation, Hong Kong, 1998.
Fedele, J.J. and M.H. Garcia, "Flow Resistance in Alluvial Streams with Dunes," Proceedings of
the XVIII Latin American Congress of Hydraulics, Oaxaca, Mexico, 1998(in Spanish).
Rodriguez, J.F. and M.H. Garcia, "Entrainment of Sediment into Suspension by Unsteady
Turbulent Flows," Proceedings of the XVIII Latin American Congress of Hydraulics,
Oaxaca, Mexico, 1998 (in Spanish).
Echavarria, B. and M.H. Garcia, "Sediment Depositional Pattern in a Dam," Proceedings of the
XVIII Latin American Congress of Hydraulics, Oaxaca, Mexico, 1998 (in Spanish).
Huang, X. and M.H. Garcia, "Long-Wave Stability and Mud Flows," Proceedings of the XIII
Engineering Mechanics Conference, Baltimore, Maryland, 1999.
Huang, X. and M.H. Garcia, "A Rational Rlhcological Model for Mud Flows," Proceedings of
the X1I1 Engineering Mechanics Conference, Baltimore, Maryland, 1999.
Garcia, M., J. Rodriguez, and D. Admiraal, "Effects of Navigation on Sedimentation," 28th
Congress of the International Association for Hydraulic Research, Graz, Austria, 1999.
Admiraal, D.M. and M.H. Garcia, "Entrainment Rate Predictions for a Sand Bed Subjected to
Steady and Unsteady Flows," IAIIR Symposium on River, Coastal, and Estuarine
Morphodynamics, Genoa, Italy, 1999.
Bombardelli, F. and M.H. Garcia, "Numerical Simulation of Wind-Induced Resuspension of Bed
Sediment in Shallow Lakes," International Water Resource Engineering Conference, ASCE,
Seattle,
WA, 1999.
Fedele, J.J. and M
.
H. Garcia, "Flow Resistance in /alluvial Stream with Duncs
,"
international
Water Resource Engineering Conference
,
ASCE, Seattle
, WA, 1999.
Marcelo It. Garcia
Page 21
11/22/2007

Bombardelli, F. and M.H. Garcia, "Numerical Exploration of Conceptual Models for Hydraulic
Jumps," FLOW-3D World Conference, Santa Fc, New Mexico, 1999.
Caisley, M., F. Bombardelli and M.H. Garcia, "Physical and Numerical Studies of Canoe Chutes
for Law-plead Dams," FLOW-313 World Conference, Santa Fe, New Mexico, 1999.
Rodriguez, J. F., Bombardelli, F. A., Garcia, M. H., Guzman, J. M., Frothingham, K. and
Rhoads, B. L. (2000
). "
Numerical modeling of meandering streams."
Proc
.
4th. Int.
Conference onHydroinformatics, International Association for Hydraulic Resesarch,
Iowa
City, IA, USA (
published
in a CD).
Bombardelli
, F. A., Garcia
, M. H. and
Caisley, M.
E. (2000
).
"2-D and 3-D
numerical simulation
of abrupt
transitions in open-channel
flows. Application
to the design of canoe chutes
."
Proc.
41h. Int. Conference on Hydroinformatics,
International
Association for Hydraulic Research,
Iowa City, IA, USA (published in a CD).
Caisley, M. E., Garcia, M. H., Bombardelli, F. A. (2000). "Prediction of the behavior of
hydraulic jumps in canoe chutes."
Proc. Joint Conference on Water Resources Engineering
and Water Resources Planning and Management, ASCE,
Minneapolis, MN, USA (published
in a CD).
Rodriguez, J. F., Garcia, M. H., Bombardelli, F. A., Guzman, J. M. (2000). "Naturalization of
urban
streams using in-channel
structures."
Proc. Joint Conference on Water Resources
Engineering and Water Resources Planning and Management, ASCE.,
Minneapolis, MN,
USA (published in a CD).
Bombardelli, F. A., Garcia, M. H., Caisley, M. E. (2000). "
Numerical simulation in two and
three dimensions of abrupt transitions in open channels."
Proc
. XIX Latin-American
Congress on Hydraulics,
Vol. 3, 795-804,
Cordoba, Argentina
(
in Spanish).
Rodriguez,
J. F.,
Bombardelli
, F. A.,
Garcia,
M. H., Guzman
,
J.
M., Frothingham, K. and
Rhoads, B. L. (2000). "
A numerical model for meandering
rivers."
Proc. XIX Latin-
American Congress on Hydraulics,
Vol. 3, 805-814, Cordoba, Argentina
(in Spanish),
Wade, R. J., Rhoads, B. L., Rodriguez, J. F., Newell, M., Wilson, D., Ilerricks, E, E.,
Bombardelli, F. and Garcia
,
M. H. (2000). "Integrating Science and Technology to Support
Stream Naturalization Near Chicago, Illinois."
Proc.
Watershed Symposium,
Environmental
Protection Agency, Chevy Chase, Maryland
Rodriguez
,
J.
F. and Garcia
,
M. H. (2000
).
"
Bank erosion in meandering rivers."
Proc. Joint
Conference on
Water Resources Engineering and Water Resources Planning and
Management,
ASCE, Minneapolis, MN.
Rodriguez
, J. F.,
Admiraal, D.M., Garcia, M.H. and Lopez, F. (2000). "
Statistical analysis of
unsteady bed
shear stresses: implications for sediment resuspension
."
Proc. EM2000, 14"'
Engineering Mechanics Conference,
ASCE, Austin, TX.
Marcelo H. Garcia
Page 22
11/22/2007

Rodriguez, J. F., Garcia, M. H,, Bombardelli, F. A., and Guzman, J. M. (2000). "Naturalization
of urban streams using in-channel structures."
Proc. Joint Conference on Water Resources
Engineering and Water Resources Planning and Management,
ASCE, Minneapolis, MN,
USA.
Caislcy,
M. E., Garcia, M. H., and Bombardelli, F. A. (2000). "Prediction of the behavior of
hydraulic jumps in canoe chutes."
Proc. Joint Conference on Water Resources Engineering
and Water Resources Planning and Management,
ASCE, Minneapolis, MN, USA.
Rodriguez, J. F., Bombardelli, F. A., Garcia, M. H., and Guzman J. M. (2000). "Application of
computational
river mechanics
to stream naturalization
."
Environmental horizons 2000,
The
Environmental
Council, University
of Illinois at
Urbana-Champaign, Urbana, IL.
Rodriguez, J. F.and Garcia, M. II.(2000). "Depth-averaged modeling of meandering rivers."
Proc. Fall Meeting,
AGU, San Francisco, CA.
Rodriguez, J. F., Belby, B., Bombardelli, F. A., Garcia, C. M., Rhoads, B. L. and Garcia, M.II.,
(2001). "Numerical and physical modeling of pool-riffle sequences for low- gradient urban
streams."
International Symposium on Environmental Hydraulics,
IAHR, Tempe, Dec. 5-8
2001.
Wade, R.J., Rhoads, B.L., Rodriguez, J. F., Newell, M., Wilson, D., Herricks, E., Bombardelli,
F.A. and Garcia, M.H. (2001). "Integrating science and technology to support stream
naturalization near Chicago, Illinois."
Proc. Watershed Management Symposium,
Chevy
Chase, Maryland.
Rodriguez, J. F., Belby, B., Bombardelli, F. A., Garcia, C. M., Rhoads, B. L. and Garcia, M.H.,
(2001). "Numerical and physical modeling of pool-riffle sequences for low- gradient urban
streams."
International Symposiirnz on Environmental Hydraulics,
IAHR, Tempe, AZ.
Rodriguez, J. F., Bombardelli, F. A., Garcia, M. 1I., Guzman J. M., Frothingham K., Rhoads, B.
L. and Belby, B. (2001). "Development of scientific tools for stream naturalization."
Geophys. Res. Abs.,
3, 2325.
Rodriguez, J. F, Garcia, M. H., Rhoads, B. L. and Belby, B.(2001). "Depth-averaged modeling
of rivers."
Environmental Horizons 2001,
The Environ-mental Council, University of Illinois
at Urban a-Champaign,Urbana, IL.
Buscaglia, G. C., Bombardelli, F. A., Rchmann, C. R., and Garcia, M. H. (2001). "Model-
assisted scaling procedures for aeration bubble plumes."
3rd. Int. Symposium on
Environmental Hydraulics,
Tempe, Arizona, USA.
Rodriguez, J. F., Belby,
B., Bombardelli
, F. A, Garcia, C. M,., Rhoads, B. L
.,
and Garcia, M. H.
(2001). "Numerical and physical modeling of pool-riffle sequences for low gradient urban
streams"
3rd. Int. Syinl)oslum on Environmental Hydraulics,
Tempe, Arizona, USA.
Marcelo H. Garcia
Page 23
11/22/2007

Bombardelli, F. A., and Garcia, M. 11. (2001). "Simulation of density currents in urban
environments.
Application to the Chicago River, Illinois."
3rd. Int. Symposium on
Environmental Hydraulics,
Tempe, Arizona, USA.
Rodriguez, J. F., Garcia, C
.
M. and Garcia. "Mean flow and turbulence characteristics in pool-
riffle structures
."
Accepted
at
Hydraulic
Measurements
&
Experimental
Methods,
EWRI-
IAHR, Estes Park
,
CO, July 2002.
Schwartz
,
J.S., Herricks
,
E.E., Garcia
,
M.H., Rhoads, B.L., Rodriguez
,
J.F., and
Bombardelli,
F.A. "Physical
habitat analysis and design of in-channel structures on a Chicago
, IL urban
drainage: a stream naturalization design process
."
Accepted at
9`1' International
Conference
on Urban Drainage
ASCE,
IAHR and IWA
,
Portland, OR
,
September 2002.
Rodriguez, J.F. and Garcia, M. (2002). "Effective discharge and its relevance to stream
restoration (case study Kankakee River)." USES Stream Restoration Workshop, February
20-22, Urbana, IL
Bombardelli, F
.
A., Garcia, C. M., Cantero, M. L, Rincon, L., Waratuke, A., Rehmann, C. R.,
and Garcia
, M. 1-1. (2002
).
"Issues regarding the measurement of turbulent properties in
bubble plumes."
abstract submitted to
World Water
and Environmental
Resources Congress,
ASCE, Philadelphia, 2003.
Bombardelli
,
F. A., Rodriguez
,
J.
F., and Garcia
,
M. H. (2002
).
"
Computational River
Mechanics
:
3D simulations at the reach scale."
Proc
.
World FLOW-3D`') Users Conf.,
Santa
Fe, New
Mexico, USA.
Bombardelli, F. A., Cantero,
M. L, Buscaglia
,
G. C., and Garcia, M. H. (2002). "Comparative
analysis of convergence of FLOW-3D® for
simulation of dense
undu-flows."
Proc.
World
FLOW-3D(") User's Conf.,
Santa Fe,
New Mexico, USA.
Garcia, C. M., Bombardelli, F. A., Buscaglia, G. C., Cantero, M. I., Rincon, L., Soga, C.,
Waratuke, A., Rchmann, C. R., and Garcia, M. H. (2002). "Turbulence in bubble plumes."
Hydraulic
Measurement and Experimental
Methods Conference,
ASCE, Estes Park,
Colorado, USA.
Bombardelli, F. A., Guala, M., Garcia, C. M., Briskin, B., and Garcia, M. 11. (2002). "Mean
flow, turbulence, and free-surface location in a canoe chute model"
Hydraulic Measurement
and Experimental Methods Conference,
ASCE, Estes Park, Colorado, USA.
F.A. Bombardelli, C.M. Garcia, M.I. Cantero, L. Rincon, A. Waratuke, C.R. Rehmann and M.H.
Garcia"Issues Regarding the Measurement of Turbulent Properties in Bubble Plumes"Proc.
World Water and Environmental Resources Congress, P. Bizier and P. DeBarry (Eds.),
Environmental & Water Resources Institute (EWRI), ASCE, Philadelphia, PA, 2003.
F.A. Bombardelli, G.C. Buscaglia and M.H. Garcia "Parallel Computations of the Dynamic
Behavior of Bubble Plumes"11`x' Annual Student Paper Competition of the American Society
Marcelo H. Garcia
Page 24
11/22/2007

of Mechanical Engineers
(ASME)
Pressure
Vessel
and Piping Division
Conf., Cleveland,
01-1, 2003.
M.H. Garcia, F.A. Bombardclli, M. Guala and M. Caislcy "Hydraulics and Turbulence of Flow
in Canoe Chutes"XXX IAIIR Congress, Water Engineering and Research in a Learning
Society, Thessaloniki, Greece, 2003.
M.I. Cantcro, M
.
11. Garcia, G.C
.
Buscaglia
,
F.A. Bombardelli and E
.
A. Dari "Multidimensional
CFD Simulation of a Discontinuous Density Current
"XXX 1AH
R Congress, Water
Engineering and Research in a Learning Society, Thessaloniki
,
Greece, 2003.
Abad, J. D., Cantcro, M. I., Nino, Y. I., Bombardclli, F. A., Garcia, M. 11. Resuspensi6n Cie
s6lidos mcdiante cl use do multiples cliorros do agua. XIV Congreso Nacional do ingenicria
Civil, Iquitos, PERU, 2003.
Abad, J. D., Garcia, M. H. Modelo Conceptual y Matematico para la Evoluci6n de Rios
Sinuosos, XIV Congreso Nacional cic Ingenieria Civil, Iquitos, PFRU, 2003.
Abad,
J.
D. and Garcia, M. H., Conceptual and Mathematical Model for Evolution of
Meandering Rivers in Naturalization Processes
.
World Water &
Environmental Resources
Congress, Salt Lake City, Utah, USA, 2004.
-Abad, J. D., Musalem, R. A., Garcia, C. M., Cantero, M. 1. and Garcia, M., H. Exploratory study
of the influence of the wake produced by acoustic Doppler velocimeter probes on the water
velocities within control volume. World Water & Environmental Resources Congress, Salt
Lake City, Utah, USA, 2004.
Cantero,
M.;
Mangini, S.; Pedocchi, F.; Nino, Y. and Garcia, M. 2004. Analysis of flow
characteristics in an annular flume: Implications for erosion and deposition of cohesive
sediments.
World Water and Environmental Resources Congress 2004, Salt Lake City, Utah,
USA.
Garcia, C.; Cantcro,
M.;
Nino, Y. and Garcia, M. 2004. Acoustic Doppler Velocimetcr's
performance sampling the flow turbulence. World Water and Environmental Resources
Congress, Salt Lake City, Utah, USA, 2004.
Garcia, C.; Cantcro, M.; Rebmann, C. and Garcia, M., New methodology to subtract noise
effects from turbulence parameters computed from ADV velocity signals. World Water and
Environmental Resources Congress 2004, Salt Lake City, Utah, USA, 2004.
Abad, J.;
Musalcrn, R.; Cantero,
M.; Garcia, C. and Garcia, M. Exploratory study of the
influence of the wake produced by acoustic Doppler velocimeter probes on the water
velocities within control volume. World Water and Environmental Resources Congress, Salt
Lake City, Utah, USA,, 2004.
Abad, J.D. and Garcia, M. H. Modeling of Submerged Vanes for Bank Erosion Control. Illinois
Water conference, USA. 2004.
Marcelo 11
.
Garcia
Page 25
11/22/2007

Abad, J.D., Guneralp, I., Bombardclli, F., Garcia, M. H. and Rhoads, B.. Bank erosion control:
CFD modeling of Submerged Vanes. FLOW-313 World User Conference, Chicago, USA.
2004.
Abad,
J.D.,
Cantero,
M.I.,
Nino,
Y.I.,
Bombardclli,
F.A.
and
Garcia,
M.H. Resuspensi6n de s6lidos mediante el use de multiples chorros de agua. XIV Congreso
National de Ingenieria Civil, Iquitos, PERU, 2003. (In Spanish)
Abad, J,D, and Garcia,
M.H. Modelo Conceptual y Matematico para la Evoluci6n do Rios
Sinuosos
.
XIV Congreso
National de Ingenieria Civil
,
Iquitos,
PERU, 2003. (
In Spanish.
Rodriguez, J.F., Garcia, M.H., Lopez, F.M. and Garcia C.M. "Effects of bed topography and
vegetation on 3D flow patterns in low-gradient rivers. ICHE 2004, Sixth International
Conference on Ilydro-Science and Engineering, Brisbane, Australia.
Rodriguez, J.F.,
Garcia, M.II., Lopez, F.M. and
Garcia
C.M.. "Three dimensional
hydrodynamics of pool-riffle sequences for urban stream restoration." River Flow 2004,
Second International Conference on Fluvial Hydraulics, IAI-iR, Naples, Italy.
20 snore conJei°
ence proceeding
papers need to be added
Abstracts
Garcia,
M.H., and Parker, G., "Hydraulic and Depositional Mechanics of Turbidity Currents",
Geophysical Grain Flows Conference, Sponsored by Office of Naval Research and National
Science Foundation, Scripps Institution of Oceanography, San Diego, California, July 1989.
(invited)
Parker, G. and Garcia, M.H., "Experiments on Turbidity Currents Near a Canyon-Fan Transition",
Transactions International Geology Congress, August 1989. (invited)
Garcia,
M.H., "llydraulic Model Study of Sedimentation Near a Power Plant in the Minnesota
River", International
Exchange Seminar, River Disaster Prevention Research Center,
Hokkaido, Japan, July 1990. (invited)
Nino, Y., and Garcia, M.H., "Experiments OD the Resonance Phenomenon in Meandering Rivers",
EOS, Transactions American Geophysical Union, vol. 72, No. 44, October 1991.
Garcia, M.H., Chincholle, L., and Lopez, F., "A New Sensor for Measuring Sediment Transport",
Proceedings of Euromech 310, Lc Havre, France, September 1993.
University/Campus Service
Civil Engineering Department
Member, Graduate Admissions, Fellowships, and Assistantships Committees,
1994-1996
Member, Civil Engineering Advisory Committee 1993-1996
Member, Safety Committee, April 1990-1995
Marcelo H. Garcia
Page
26
11/22/2007

Member, Building Equipment and Nonrecurring Expenses Committee,
August 1990-1995
Member, Student Awards Committee, August 1990-1995
Member, Fellowships Committee, 1994-1999
Member, Promotion and Tenure Committee, 2002-2004
Member, Administrative Committee, 2002-2004.
College of Engineering
Member, Fluid Dynamics Coordinating Committee, October 1992-present
Judge, Engineering Open House, March 1995
Member, Search Committee for Civil Engineering Department Head,
December 1995-May 1996 and December 2001-May 2002, August 2004-present
Honors Council, 1999-2000
University host, resident's Award Program for Minorities, 1992-present
University Senate, 1999-2003.
Dean's Committee on Appointments, 2002-present.
College of Engineering Executive Committee, 2004-2006.
Grants
Received
Source
Project Title
Time Period Personnel
Research Board UIUC
Stability of Alluvial Channels
8/90-5191
Garcia PI
American Chemical
Particle Entrainment into
9191-9/93
Garcia (PI)
Society-Petroleum
Suspension by Turbulent Flows
Research Fund
Research Board UIUC
Iligh-Speed Particle Motion
1/92-6192
Garcia (PI)
Analysis
Illinois Water Rcsourc
Using PIV to Study Transport in
7192-6/93
Valocchi (PI)
Center
Porous Media
Garcia Co-PI
Illinois Water Resourc
Math. Modelling of Meandering
7192-6/93
Garcia (PI)
Center
Streams in Illinois
National Science
Lagrangian Model for Bedload
6/92-11/95
Garcia (PI)
Foundation RIA
Transport
Office of Naval
Sediment Transport and Mixing a 10/92-9/94
Garcia (PI)
Research, ONR
Turbidity Current Fronts
Illinois-Indiana Sea Gr
Novel Instrument for Measuring
12/92-5193
Garcia (PI)
Program
Erosion in Coastal Environments
L. Chincholle,
France Co-PI
Illinois-Indiana Sea Gr
Assessment of Sediment
8/93-12/93
Garcia (PI)
Program
Resus pension in the Great Lakes
U.S, Army Corps of
Sediment-Laden Flows Through
t/94-12195
Garcia (PI)
Engineers, WES
Vegetation
Office of Naval
Sediment Transport and Mixing a
10/94-9/96
Garcia (PI)
Research, ONR
Density Currents Fronts
Office of Naval
Sediment Transport by Gravity
7/94-6/97
Garcia (PI)
Research, ONR
Currents
Marcelo I1.
Garcia
Page
27
11/22/2007

Source
Project
Title
Time Period Personnel
AASERT
Illinois Department of Drown Proofing of Yorkville Da
5/95-12/95
Garcia (PI)
Natural Resources
E.
Illinois Transport.
Stream Channel Migration Effects 8/95-12/96
Yen (PI)
Research Center
on Bridges
Garcia Co-PI
U.S. Army Corps of
Sediment Entrainment Induced by 11/95-10/97
Garcia (PI)
Engineers, WES
Navigation
U.S. Army Corps of
Navigation-Induced Flow and Bc 2/96-9/96
Garcia (PI)
-Engineers, WES
Shear Stresses
Office of Naval
Sediment Transport by Turbidity
1996-1998
Garcia (PI)
Research, ONR
Currents
U.S. Army Research
Sediment Rcsuspension by Unste
5/1/96-4/30/ Garcia (PI)
Office AASERT
Turbulent Flows
Environmental Council
Field Methods Course in Hydrolo 1997
Valocchi(PI)
(UIUC
Garcia CoPI
U.S. Army Corps of
Sediment Entrainment
1998
Garcia (PI)
Engineers, WES
Illinois DNR
Canoe Chutes and Fishwa s
1998
Garcia PI
Du Pont Co.
Contaminated Sediments Modclin 1998
Minsker (PI),
in the Water Environment
Garcia, I-lerricks
Rebmann,
Werth CoPI 'S
College of Engineering
Boncyard Creek Model Study
1998-2000
Garcia (PI)
UIUC
Illinois DNR
Drown Proofing of Batavia Dam,
1998-1999
Garcia (PI)
Illinois
Illinois DNR
Canoe Chute Model Stud
1998-1999
Garcia (PI)
Office of Naval Resear
Mudflows and Submarine Channe
1998-2000
Garcia (PI)
Formation
Environmental Protecti
Development of Technology for
1998-2001
Rhoads (PI)
Agency Water and
Stream Naturalization
Garcia, Herricks
Watersheds program
Wilson/COPIS
Illinois Department of
Modeling Dam Removal in the Fo 2000
Garcia (PI)
Natural Resources
River, Illinois
Office of Naval Rescar
Submarine Bedforms Generated b 2000-2001
Garcia (PI)
Gullies
U.S. Army Corps of
Settling and Resuspension of CS
2000
Garcia (PI)
Engineers, WES
Solids
U.S. Army Corps of
Interaction of Bubbles and Biosoli 2000
Garcia (PI)
En gin eers,
WES
in CSOS
Rehmann
Metropolitan Water
Hydrodynamic Modeling of the
$25,000
Garcia (PI)
Reclamation District o
Chicago River
Greater Chicago
U.S. Army Corps of
Large Scale Experiments on Bubb 2000-2002
Garcia (PI)
Engineers, CERL
Columns for Combined-Sewer-
Rehmann (CoPI
Overflows Management
Marcelo H
. Garcia
Page
28
11/22/2007

Source
Project Title
'
Time Period Personnel
Battelle National Lab a Simulation of Transient, Low-
2000
Garcia (PI)
Environmental Protecti Pressure-Induced Contaminant
Agency
Intrusion into Water Distribution
Systems
Department of Defense
Large Scale Oscillating Water-
2001-2002
Garcia (PI)
DURIP Program
Sediment Tunnel
Office of Naval Resear Wave-Current-Induced Mine Buri 2001-2002
Garcia (PI)
due to Sediment Fluidization
Greeley and Hansen,
Sedimentation in Side Elevated R 2001-2002
Garcia (PI)
Chicago
aeration Pools SEPA
US Army Corps of
Settling and Oxygen Demand of
2002
Garcia (PI)
Engineers, WES
Suspended Combined-Scwer-
Overflow Solids
US Army Corps of
Interaction of Coarse-Bubble
2002
Garcia (PI)
Engineers, WES
Plumes and Water Jets with
Rehmann
(CoPI
Suspended Solids
Metcalf & Eddy, Chica Hydraulic Model Study of Calum 2002-2003
Garcia (PI)
Office
Pumping Station
National Science
Stage-Discharge Ratings for Open 2001-2002
Garcia (Co-PI)
Foundation
Channel Flows
Ycn PI
Sanitary District of
Hydraulic Analysis of UV
2002
Garcia (PI)
Decatur Illinois
D
isin
fectio n Units
Metropolitan Water
Modeling of Density Currents in
2002-2004
Garcia (PI)
Reclamation District o
Chicago River
Greater Chicago and
Illinois Department of
Natural Resources
Office of Naval Resear Dynamics of Turbidity Currents a 2002-2003
Garcia (PI)
Mud Flows
Illinois Water Resourc Integrated Engineering and
2001-2003
Rhoads (PI)
Center
Geomorphological Analysis for
Garcia (CoPI)
Assessing the Performance of
Bendwa Weirs in Illinois Stream
National Science
Integration of Mathematical
2001-2004
Rhoads (PI)
Foundation(Internation
Modeling, Physical Modeling and
Garcia (CoPI)
Collaboration with
Field Research for Advanced
University of Leeds, U Understanding of River Dynamics
U.S. Dept, of Agricult Management of Vegetative Ripari 2001-2006
Garcia (PI)
Stream Corridors
Off icc of Naval Rescar Experiments with Oscillating Wat 2002-2004
Garcia (PI)
Tunnel
Metropolitan Water
Design of Jet System for Solids
2003-2004
Garcia (PI)
Reclamation District o Management
Greater Chicago
Marcelo H. Garcia
Page 29
11/22/2007

Source
Project Title
Time Period Personnel
Metropolitan Water
TARP (Deep Tunnel and
2003-2006
Garcia (PI)
Reclamation District o
Reservoirs) Modeling
Greater Chicago
Phase I-Calumet System
Office of Naval Rescar
Burial
of Objects by local Scour a 2003-2005
Garcia(PI)
Sand Waves
Office of Naval Resear Morphodynamics of Ripples in
2004-2006
Garcia(PI)
Benthic Boundary-Layer Flows
Metropolitan Water
TARP (Deep Tunnel and
2005-2007
Garcia (PI)
Reclamation District o
Reservoirs) Modeling
Schmidt (Co-PI)
Greater Chicago
Phase I-Main Stem & Des Plaines
River
Marcelo 11. Garcia
Page 30
11/22/2007

Attac
h
me
n
t 2

HYDRODYNAMIC MODELLING OF BUBBLY CREEK, CHICAGO, ILLINOIS:
FLOW PATTERNS DURING COMBINED-SEWER-OVERFLOW EVENTS
Davide Mottal, Sandra Soares Frazaoz, Marcelo H. Garcia3
'Graduate Resecn-ch Assistant, Ven Te Chow Hydi-o.syslem.s Lahoratory, Dept. of Civil and Environmental Engineering,
Univ. nflllinoisat Urbana-Champaign, Urbana, 11, 61801.
2Fonds de la Recherche Scientifrque and Dept. of Civil and Envir-onrnenial Engineering, Universite Catholique de
Louvain, B-1348 Louvain-la-Neuve, Belgium.
'Chester and Helen Siess Professor, Ven Te Chow Hydrosyslems Laboratory, Dept. of Civil and Environmental
Engineering, Univ. of Illinois at Ui-hana-Champaign, Urbana, 1L 61801.
email: dmotta2@uiaac.edu
ABSTRACT
The objective of this preliminary analysis is to understand the hydraulic behavior of Bubbly Creek, the South Fork of
the South Branch of the Chicago River, where water is nearly stagnant during dry periods and where, during heavy
storms, the Racine Avenue Pumping Station (RAPS) discharges combined-sewer-overflow (CSO) at the upstream end
of the creek. During dry-weather periods, the RAPS has been operated in a reverse mode with the goal of increasing
dissolved-oxygen levels. The analysis was conducted with two different 2D hydrodynamic finite-volume models, one
for steady flow conditions and a second one for fast-transient flows, which were used to model the whole length of
Bubbly Creek, from RAPS to the turning basin at the confluence with the South Branch of the Chicago River.
The flow analyses were validated through a comparison between the predictions made with both models and the results
of previous studies conducted for the restoration of Bubbly Creek. Observations of a CSO event in 2006 allowed for the
evaluation of the hydrodynamic behavior in the creek due to a sudden CSO discharge. Of particular interest were the
influence of the flow resistance coefficient, the variation of water levels and the characteristics of the mean flow
velocity and turbulence fields. These results provide a starting point for the implementation of a water quality model for
Bubbly Creek to be used for the evaluation of potential flow augmentation and supplemental aeration technologies.
INTRODUCTION
Description of Bubbly Creek
Bubbly Creek, located S-W of Chicago (Figure 1), is the South Fork of the South Branch of the Chicago River, having a
length of approximately 2000 meters, a mean width of about 46 meters and a fairly straight channel alignment. The
mean channel bottom slope is about 0.001, but this is misleading because the channel bottom varies so much. The
upstream 60% is shallow due to the lack of navigation. The downstream 40% is scoured by periodic barge traffic. The
location of the barge dock is the narrowest width in the channel length, as can be observed on Figure 1. From 1865 to
t939, Bubbly Creek was used as a drainage channel for the waste resulting from Chicago's stockyards. Today, this
historically industrial area, characterized by the presence of industrial plants, trucking terminals, rail and construction
material yards, is being transformed into a residential development, with strip malls and residences. As a consequence,
water quality in the creek has become a very important issue, particularly during the summer months, when dissolved-
oxygen levels are very low. During day periods, the water in Bubbly Creek is stagnant. With light rainfall events there
are no noticeable changes, since the combined-sewer-overflow (CSO) coming from the 36 square miles service area
(463400 people and 169900 households served) is conveyed to the Metropolitan Water Reclamation District's
(MWRDGC) Stickney Water Reclamation Plant (WRP) and not discharged to the creek. During heavy storms, the
Racine Avenue Pumping Station (RAPS, see Figure l) discharges CSO to the creek, so that the water flows northward
into the South
Branch
of Chicago River. For excessively heavy storms, several CSO outfalls located along the channel
may discharge to the creek depending on the intensity of the rainfall event. There are 9 such outfalls along the banks of
the creek (shown in Figure 1). At the time it was commissioned by the Chicago Sanitary District in the 1940's, the
RAPS was one of the largest pumping stations in the world.
Characteristics of observed CSO events
Herein the CSO discharge to the creek from the Racine Avenue Pumping Station (RAPS) is analyzed. Gr the period
1992-2001, pumping from RAPS into Bubbly Creek occurred 17 times per year on average (maximum 27 times in
1993, lowest 10 times in 1997,
MWRDGC, 1003).
In the period 2005-2007, the information made available by
MWRDGC
(h1p1.?.11www.mwrdorg1)
shows that the average overflow volume was about 300 MG (maximum value
1172.40 MG on 10/02-03/2006, minimum value 70.87 MG on 02/25/2007), (lie average overflow duration was about
8.6 hours (maximum value 29.81 hours on 01/12-13-14/2005, minimum value 3.02 hours on 02/2512007) and the
average mean discharge was about 35.1 m3/s (maximum value 69.4 m3/s on 09/13/2006, minimum value 22.0 m3/s on
01/12/2005).
1

The Racine Avenue Pumping Station has two sets of pumps, one set given even numbers and the other set given odd
numbers. For small CSO events, only the 9 even-numbered pumps work, discharging along the RAPS side called
"Inflow l" (see Figure 1 and later- in the report) through 9 pipes. The 5 odd-numbered pumps can pump either to Bubbly
Creek (along the RAPS side herein called "Inflow 2" through 3 gates) or to the Stickncy Wastewater Treatment Plant.
For each CSO event, MWRDGC records the volume discharged by each single pump as well as the discharge duration.
Figure 1. Aerial view of Bubbly Creek with the location of the CSO outfalls along the creek (circles) and detail of
the Racine Avenue Pumping Station (RAPS) with the location of "Inflow I" and "Inflow 2".
HYDRODYNAMIC ANALYSES OF BUBBLY CREEK
Main objectives
The main goal of the present study is to perform flow simulations for Bubbly Crock when CSO discharges from the
Racine Avenue Pumping Station (RAPS) take place following heavy rainfall events. Indeed, due to the operations of the
gates and pumps at RAPS, an unsteady flow occurs in the creek, inducing changes in the free-surface elevation.
The unsteady flow simulations were done with the SV2D code
(Suares Frazaa, 2002),
a 2D finite-volume model which
was primarily designed for dam-break flows, i.e. fast transients where the free-surface position can vary rapidly, but
where turbulence and secondary flows play a minor role. The results of the unsteady flow simulations were then used to
refine the analysis of the flow patterns during the pumping operations using the STREMR code
(Bernard,
1993;
Rhad
et at., 2007),
a 2D finite-volume model that uses the rigid lid assumption for the free-surface. With a rigid lid, only
steady flow simulations arc possible or simulations of flows where the free surface can be assumed to vary uniformly in
the flow direction. In this work, the feasibility of using a rigid lid model for Bubbly Creek was investigated, comparing
the results provided by SV2D and STREMR for a steady flow simulation with a discharge value equal to the maximum
capacity of the RAPS pumps. STREMR accounts for turbulent shear stresses using a refined k-e model, as well as
corrective
terms
to account for (lie presence of secondary flows. It is thus able to provide a detailed and accurate
velocity distribution under steady flow conditions. This kind of analysis represents a starting point for the future
implementation of a water quality model for Bubbly Creek.
Bathymetric data
Bathymetric data are available for Bubbly Creek, from Racine Avenue Pumping Station (South end of the creek) to the
turning basin at the confluence with the Chicago River (North end of the Creek). The Bathymetric data were provided
by the Metropolitan Water Reclamation District of Greater Chicago (MWRDGC).
2

Comparison between the SV2D and STREMR models
First, steady-flow simulations were run using both the SV2D code and the STREMR code, in order to compare them in
the same framework. All computations were run considering a discharge of 170 m3/s, equal to the maximum capacity of
the pumps at RAPS, and assuming a Manning's roughness coefficient of 0.024. This value was found by trial and error,
starting from a value of 0.03 and running the STREMR model for different Manning's coefficients until the flow was
close to uniform. The water level downstream (turning basin) was assumed equal to 175.93 m a.s.l. (from
MWRDGC,
2003).
The structured computational mesh used for the comparison is an irregular mesh made up of rectangles. There are 337
rectangles in the flow direction and 15 rectangles in the direction normal to flow. The mesh was built using the meshing
capabilities of the SMS program
(httl)://www.ems-i.coml).
The zone just downstream the Racine Avenue Pumping
Station
was not considered in the mesh, but was included in the unsteady flow analysis presented later below.
Moreover, since [lie water level in the reach is higher than the higher limit of each surveyed cross-section, vertical
banks were assumed to complete the cross-sections. The validity of this assumption was checked as shown below.
The STREMR model was run with a two-equation turbulence model
(k-e)
and a correction due to secondary flow was
included. The water level upstream (southern end of the creek) was assumed equal to 176.84 m a.s.l, and the rigid lid
representing the water surface was a plane having a slope of 0.00038 (those values were obtained through the trial and
error procedure mentioned above). A constant numerical time step was adopted, equal to 0.005 s. The time to reach
equilibrium flow conditions was about 3000 s.
For the steady-flow simulation with SV2D the same mesh, discharge, Manning's roughness coefficient and water level
at the downstream end considered for the simulation with STREMR were used. The initial water level was set equal to
175.93 m all over the creek, water being at rest. The time step was defined according to the CFL condition (CFL
number equal to 0.9), and the time to equilibrium was about 3000 s.
The results obtained with the two codes were analyzed considering the differences, cell by cell or along the creek
thalweg, in terms of water depths and flow velocities. The STREMR model matches well the water depth values
calculated by the free-surface flow model (see Figure 2) with some discrepancies however, due to the assumption made
for the free-surface plane (rigid lid with constant slope). In general, the water depths calculated by SV2D are slightly
greater in the upstream reach of the creek and smaller in the central reach. The matching in the downstream part is
good. The mean value of the water depth STREMR - SV2D difference is -0.04 m.
Regarding flow velocities, the results of the two models are generally similar, with a mean difference of 0.10 rra/s (see
Figure 2). The main discrepancies are located at the upstream end of the creek, where the combined-sewer-overflow is
discharged and at the downstream end, where the differences are due to the way the boundary conditions are set in the
two models! in STREMR, the Sommerfeld radiation condition is used, in SV2D, the downstream water level is imposed
and the discharge is calculated according to the characteristics. In general, the flow velocity values calculated by
STREMR along the thalweg are greater than the values calculated by SV2D because of the absence of a free surface
(the flow is constricted by the rigid lid).
Comparison between STREMR and SV2D: water depth and flow velocity along the thalweg
5.2
5.0
4,6
6.6
4,2
-W aler
depth, STREMR
-Waler depth, SV2D
i
Flow velocity
,
STREMR
Flowveloclly, SV2D
4.0
3.8
3.6
-
3.4
3.2
3.0
2.B
i
2.6
2.4
2.2
f
1.41.2
06
00.2
.
0.4
0.2
p
p pp po p o
0 0 0 0 0
O O o O o
OO
9 8
O O O O 0
GG
N
O
r pa p p
m
N
^
V o 0 0 g r
N
0
N M M yey O m m m
GG
O o 0
V^
6 0 0 0 4 N
r r ^ r ^ M rN n N
(V N N N N N
M M m
m< d a<^ O> O^ O^
Cell
Figure 2. Comparison between the water depths and the flow velocities calculated along the thalweg of the creek
by STREMR and SVZD.
Steady flow simulations with the SV2D code
An unstructured triangular mesh made of 16942 elements was built, extending the domain up to include [lie area right
downstream the Racine Avenue Pumping Station
.
The bathymetric information was completed in that area with data
from a recent survey performed
by USGS.
The upstream boundary condition was set along the two profiles called
"Inflow 1" and "Inflow 2", where respectively the even and the odd pumps are (see Figure 1).
3

A sensitivity analysis on the Manning's roughness coefficient of Bubbly Creek was done for a discharge of 170 m3/s,
considering the values
n
= 0.024 (value adopted in the analysis presented above) and
n
- 0.030, following a previous
analysis by
MWH
(2006). A value 0.030 results in an increase of the water level at RAPS of 0.20 m. In general, the
variation of the Manning's coefficient does not produce noticeable changes in the water levels. In the following
analyses, the value 0.024, computed by trial and error, will be used. Future water- level measurements along the creek
could allow for a more accurate calibration of the rouglness coefficient.
A sensitivity analysis on the influence of the location of the combined-sewer-overflow discharge input to Bubbly Creek
was done. In particular, the CSO can be discharged by the 9 even-numbered pumps along the Racine Avenue Pumping
Station "Inflow 1" side or by the 5 odd-numbered pumps along the "Inflow 2" side (see Figure 1). The study was done
using the unstructured triangular mesh described above.
The simulations were run for the maximum capacity of the odd-numbered pumps, which is 54.5 in3/s. Three cases were
considered: CSO discharge from the 9 pumps along "Inflow 1", CSO discharge from the 5 pumps along the "Inflow 2"
and CSO discharge frorn both the sides. For each case the discharge was uniformly distributed across the input points
(an input point for each of the even-numbered pumps and for each of the three gates for the oddauunber-ed pumps).
Four reference sections of Bubbly Creek were considered for the analysis of the water level and of the flow velocity
(see Figure 3a). The equilibrium flow velocity field in each of the three cases is indicated in Figure3b,c,d.
The velocity fields for the cases when the combined-sewer-overflow is discharged from the "Inflow 1" side and from
both the RAPS sides are similar, whereas, when the flow is discharged through the "Inflow 2" side, the velocity values
are higher at the entrance, on the left side of Section I and on the right side of Section 3 (up to 1.8 m/s, the red color in
Figure 3 indicates velocity values equal or greater than 12 m/s). At Section 4, located about 200 in downstream from
Section 1, the influence of the inflow location is already negligible. The differences in the water surface levels between
the different scenarios are negligible too, being their maximum value equal to 4-5 cm at Section 1,
v-norm
,.2
i
1
0.9
9.6
0.7
0.6
0.5
0.4
0.3
0.2
0.,
0.9
0.6
0.5
r- 04
0.3
02
o_,
d
Figure 3. Results of the sensitivity analysis on the influence of the location of the combined-sewer-overflow
discharge input in terms of flow velocity. (a) Sections considered for the analysis, (b) CSO from the 9 pumps
along "Inflow 1", (c) CSO from the 5 pumps along "Inflow 2", and (d) CSO distributed over "Inflow 1" and
"Inflow 2".
4

The SV2D
unsteady
flow analyses
for real events and the data
for STREMR
Given that the CSO volume and discharge duration are known for each pump at RAPS for all the events in the period
2005-2007, the hydrodynamics of those events can be simulated with the SV2D code. In particular, an unsteady flow
simulation was run for the CSO event of September 13, 2006 (the largest one observed in the period 2005-2007),
characterized by an overflow volume of 505.84 MG, a duration of 7.66 hr and a mean discharge of 69.4 in3/s. The
simulation shows the scarce influence of the operations of each single pump on the overall flow field in Bubbly Creek
(see Figure 4 for the evolution of discharge at RAPS and water levels at the Bubbly Creek entrance and at the turning
basin,
where that influence is negligible). In other words, accounting for the different CSO volumes and duration of
each single pump at RAPS does not add much information regarding the hydrodynamics in Bubbly Creek. Moreover,
the temporal variation of the hydraulic variables in the creek is really limited. This supports the approach of using a
steady flow code like STREMR for the further analyses.
CSO event of September 13 2006. Time evolution of discharge and water levels in Bubbly Creek.
140
-
-
-
-
-
177.0
130.
176.9
-Discharge at RAPS
120
-
-^-^---Water
level al the turning basin
176.8
110
••---Water level at the Bubbly Creek entrance
176.7
100
..
.........__......
.,.....,.^
-
.___._..._..._..-
_-
176.6
90
176.5
80
176.4
m
rn 70
^... y
-
176.3
d
n 60
_..._^
176.2
m
w
50
p
,
-
176.1
3:
40
L
176.0
30-`
20
175.9175.8
10
-
175.7
D
75.6
o Yi
GG
o Y,
G
S
GGYt
^ Vi ^ N C
o^060060
N O h 0
4
ODO6
6
vdio8
6
,tQf
0
o40
0
o
8
N
0
o
0 040 0
{C0
0 0 0 0
.»w N n
d V ul
3
i
O^ in ^
Sd ,D N ti^ W TOi00^^ ^'^ ^^ ^'w ww w w^.-e„-N NN N NN N rvN NNrv rvn N N W N ^[^vN
Time (s)
Figure 4. Evolution of discharge and water levels at the Bubbly Creek upstream and downstream ends for the
CSO event of September 13 2006.
Unsteady flow simulations were run with the SV21) code to generate three curves: (i) water surface elevation as a
function of time, (ii) water surface elevation as a function of the discharge, and (iii) mean water surface slope as a
function of the discharge. In particular, this latter curve allows for setting the slope of the rigid lid in STREMR for
different discharge values. The rating curve obtained in this way is in good agreement with the previous assumptions
made for the comparison STREMR - SV2D and with the results of some additional SV2D steady flow simulations. It
therefore can be used to determine the slope of the rigid lid used in STREMR for different discharge values.
Preliminary steady flow analyses for different CSO discharges in STREMR
Some preliminary steady flow analyses with STREMR allowed for characterizing the velocity, shear stress and
turbulence fields for different CSO discharge values. In particular, Figure 5 shows the comparison between the velocity
and shear velocity fields for a discharge of 35 m3/s (mean discharge for the CSO events occurred in the period 2005-
2007) and 170 m3/s (maximum capacity of the pumps). For both the scenarios, the free surface slope was set in
STREMR according to the curves generated in the unsteady flow analysis.
In Bubbly Creek, sediment oxygen demand (SOD) plays an important role for the water quality since the dissolved
oxygen (DO) is lowered by that oxygen demand. It is known that part of the SOD is due to the CSO loads. On the other
]land, the sediment deposited on the creek bottom is another factor- affecting oxygen demand. The entrainment into
suspension of these sediments depends on the flow rate. Considering a median grain size of 0.112 min for the bed
sediments (source
USGS),
the critical Shields shear velocity needed for erosion is about 0.012
m/s (Gurcia, 1999).
The
shear velocities corresponding to a discharge of 170 m3/s are much
greater
- than the critical value needed for erosion in
almost all the creek, whereas, for a discharge of 35 m3/s, the sediments are hardly entrained, especially downstream.
5

Q = 35 m'/s
SPEED
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
4
Q = 170 m'/s
USTAR
0.2
0.18
0.16
0.14
0.12
0.1
0.08
0.06
0.04
0.02
0
u
I
USTAR
0.2
0.18
0.16
0.14
0.12
0.1
0.08
0.06
0.04
0.02
0
Q = 35 m'/s
Q = 170 m'/s
Figure 5
.
Comparison between the velocity
("
SPEED
"
in m/s
)
and shear
velocity ("USTAR"
in m/s
)
fields in the
creek for discharges of 35 m3/s and 170 1113/s, respectively.
FUTURE DEVELOPMENTS
The analyses presented in this paper will provide a base for the implementation of a STREMR water quality module for
dissolved oxygen (DO) and biochemical oxygen demand (BOD). The module will be Used to investigate the variations
in dissolved oxygen concentration observed after each historical CSO event, clarifying the roles played by the CSO
loads, the waste layer on the bottom of the creek and the DO variability within the event. Regarding potential
technologies for the creek purification, in 2002 and 2003, during dry-weather periods, the RAPS was used in a reverse
mode in order to increase the dissolved-oxygen levels
(MWRDGC, 2003, 2004)
and other analogous scenarios have
been suggested and analyzed more recently
(MWRDGC, 2006).
The water quality model will facilitate the evaluation of
different technologies for flow augmentation and supplemental aeration in Bubbly Creek.
ACKNOWLEDGMENTS
The financial support of the Metropolitan Water Reclamation District of Greater Chicago (MWRDGC) through a
research grant to the Department of Civil and Environmental Engineering at the University of Illinois at Urbana-
Champaign, is gratefully acknowledged. Comments by Mr. Richard Lanyon were very helpful for the completion of the
manuscript. Sandra Soares Frazio also thanks the support of Universite Catholiquc de Louvain, Belgium.
REFERENCES
Abad, J.D., Buscaglia, G.C., Garcia, M.H.,
2D svream hydrodynamic, sediment transport and bed morphology model
for engineering applications,
January (2007).
Bernard, R.S.,
STREMR: numerical model far depth-averaged incompressible flow,
Technical Report REMR-HY-1 I,
U.S. Army Corps of Engineers, September (1993).
Garcia, M.H.,
Sedimentation and Erosion Hydraulics,
Chapter 6 in Hydraulic Design Handbook, edited by Larry Mays,
McGraw-Hill, Inc., 6.1-6.113, (1999).
Metropolitan
Water Reclamation District of Greater Chicago, MWRDGC,
Flow augmentation and supplemental
aeration of the South Fork of the South Branch of the Chicago River (Bubbly Creek),
Technical Memorandum 6WQ,
March (2006).
MWH Montgomery Watson Harza,
Bubbly Creek visioning plan, hydraulic modeling of Bubbly Creek channel cross
sections,
March (2006).
Metropolitan
Water Reclamation District of Greater Chicago, MWRDGC, Research and Development Department,
2003 Bubbly Creek water quality improvement, demonstration project,
Report No. 04-8, hnnC (2004).
Metropolitan
Water Reclamation District of Greater Chicago, MWRDGC, Research and Development Department,
Bubbly Creek water quality improvement, a demonstration project in 2002,
Report No. 03-1, January (2003).
Soares Frazao,
S.,
Dan-break induced flows in complex topographies - Theoretical, numerical and experimental
Approaches,
under the leading of Yves Zcch, Universite Catholiquc de Louvain, Belgium, 240 pages, (2002).
G

Attac
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Progress Report
ENVIRONMENTAL CHICAGO AREA WATERWAY
SYSTEM MODELING (
Phase I)
Modeling of the South Fork of the South Branch of the
Chicago River
,
Bubbly Creek
by Davide Motta, and Marcelo H. Garcia.
Ven Te Chow Hydrosystems Lab, University of Illinois at Urbana Champaign
INTRODUCTION
The present progress report is a, part of a more comprehensive study regard-
ing the water quality of the Chicago Area Waterway System (CAWS), which is
currently being made by the University of Illinois under the supervision of Prof.
Marcelo H. Garcia and is funded by the Metropolitan Water Reclamation District
of Greater Chicago (A4WRDGC).
For this study, a model for the evaluation of the effect of sediment resuspension
from a. river bed on the BOD-DO (biocheiniea.l oxygen demand - dissolved oxygen)
dynamics, especially in presence of organic-rich beds, was implemented in the two-
diinensional depth-averaged hydrodynamic, sediment transport and water quality
model STRENlRySedWq. Notice that, in this document, the words "sediments"
and "solids" are considered as interchangeable.
The bed-water interaction was modeled through the incorporation of a dy-
namic description of the process of BOD transport across the bed-water interface.
Only one layer of sediments was considered in the implementation of the model
in STR.EIMRHySedWq, written in FORTRAN language.
The main advancements represented by the implementation of a bed-water
sediment and BOD exchange model in STREMRHySedWq are the following:
• since STREMRHySedWq is two-dimensional, it ca,n provide information
oil the horizontal gradients of all the variables of interest.
As regards
in particular the bed-water interaction, a 2-D approach can model the
cross-sectional variation of the bottom shear stress, which affects the re-
suspension fluxes of sediments and BOD;
the sediment entra.imnent from the bottom, instead of being entered as
external data by the user (as made in the most popular available codes),
I

is related to the flow characteristics, by coupling the water quality module
with the hydrodynamics and sediment entrainmer
t/deposiLion modules.
The sediment; module, implemented by Abad
et al.
(2007), considers two
entrainment formulae for the solids on the bottom: Smith--McLean (1077)
and Garcia-Parker (1991). In this study the Smith-McLean formula was
used.
The sediment entrainment and deposition fluxes are associated to correspond-
ing BOD entrainment and deposition fluxes, since a fraction of the total BOD is
attached to the solids and since erosion and deposition can respectively release
or include pore water which contains dissolved BOD.
The BOD entrainment and settling fluxes are additional source/sink terms in
the 130D conservation equation. Those terms affect the BOD levels and conse-
querrtly the DO levels in the water column: in fact, the oxidation term, which
appears in both the BOD and DO conservation equations, is proportional to the
BOD concentration.
Once the model was implemented, two analyses were clone. The first one is
an analysis of the sensitivity of the BOD bed-water exchange model to its pa-
rameters. The second is an application to Bubbly Creels in Chicago, in particular
to the so called combined-sewer-overflow (CSO) events. To perform this second
analysis, besides using the 2--D model STR.EN1RHySedWq (to model the CSO dis-
charge period), a. I-D model was implemented to describe the dispersion-reaction
processes occurring once the CSO discharge is over.
The results reported in this progress report, have to be considered as prelim--
ma,ry, essentially because of the assumptions on the value of some of the pa-
rameters for Bubbly Creek, which is currently under further investigation. On
the other hand, a sound conceptual framework for modeling beds characterized
by high organic matter content, as well as qualitatively encouraging preliminary
results are presented.
A further model improvement is currently being made (but not presented in
this docurrrent) in order to better characterize the sediment erosion and settling
rates, which, for cohesive and organic-rich sediments, need to be described with
different expressions than the ones conrrnonly used for non cohesive sediments.
The goal is better understanding the impact of sediment and BOD resuspension
during CSO events, which for some historic events appears to be high (as in the
case of the CSO event analyzed in this study) and for others less important.
THE MODEL STREMRHYSEDWQ
The two-dimensional depth-averaged hydrodynamic model STREN1R. includes
a k-c two-equation turbulence model and a correction for the mean flow due to
secondary flow. The model was developed by Robert S. Bernard at the Waterways
Experiment Station (WES) of the U.S. Arrny Corps of Engineers (Bernard, 1993).
It is a numerical model that generates discrete solutions of the incompressible
Navier-Stokes equations for depth-averaged 2-D flow. The discretiza.tion of the
2

equations is based on the Finite Volume (FV) method, in which a stair-stepped
(piecewise constant) discretization of the flow depth is adopted. A limitation of
STREAM is that it imposes a rigid-lid approximation for the free surface which
requires the specification of the water surface elevation.
However, STREMR
accounts for the free surface influence by means of a. correction to the pressure
equation.
The assumption of rigid lid implies that only steady flow and sub-
critical flow conditions can be modeled. Anyway, the assumption of rigid lid was
proved to work fairly well for the kind of events analyzed later in this analysis for
Bubbly Creek (Motta
et al.,
2007). A detailed description for the hydrodynamic
model is not reported in this document. For more information, see Bernard (1993)
and Abad
et al.
(2007).
Modules based on the depth-averaged hydrodynamic model were incorporated
into STREN111 for suspended and bed-load transport in the new version STREN4-
RHySed (Abaci et cal., 2007). The depth--averaged sediment transport equations
for the suspended sediment, incorporated into the hydrodynamic model, consider
different size classes.
The suspended and bed-load sediment transport model was
validated against experimental measurements and analytical solutions, finding an
acceptable agreement.
As regards the suspended transport module, which was
interesting in the view to modeling an analogous module for water quality, the
original assumption of fixed bottom cleva.tion was relaxed according to the Exner
formulation, while maintaining the water surface elevation constant.
The two-dimensional depth-averaged numerical model STREII/IRllySedWq
contains a. water quality module, developed by Motta
et at
.
(2008), based on the
depth-averaged advection-diflfusion transport model for non conservative scalars,
whose concentration is inodified by physical, biological and chemical processes,
described by kinetics equation. The advection--diffusion-react ion equation is there-
fore solved. As regards the suspended sediments (or solids), the eddy diffusivity
is calculated as ratio of the eddy viscosity (calculated by the model of turbulence)
and the Schmidt number, assumed constant.
Hydrodynamics and the transport of scalars, treated as dissolved, were not
coupled originally.
Anyway a recent modification to the code, implemented for
this analysis, allows for coupling the hydrodynamics, the transport of solids and
the BOD resuspension and settling.
Since the model is two-dimensional, the stratification in the vertical direction
is riot modeled.
The water quality module models the oxygen cycle which considers the bio-
chemical oxygen demand (BOD) and the dissolved oxygen (DO). The model is
able to account for the time variation of temperature (on which many parameters
depend), which is entered by the user. The oxygen cycle is affected by processes
which involve other substances (specifically ammonia, nitrate and phytoplank-
ton).
The model considers these processes, even though, as it currently is, the
concentrations of ammonia., nitrate and phytoplankton are constant (luring the
simulation. The same is valid for salinity.
3

The depth-averaged
naass balance equation for non-conservative sub-
stances
Water qttality is modeled by solving the depth-averaged mass balance equation
for non-conservative substances.
The equation is obtained from the conservation equation, which can be derived
for example using the control volume approach, that is
+7 JC -S =0
(1)
of
where C is the concentration of a generic substance,
t
is time,
S
is the net
rate of production by sources and sinks and J, is the flux defined as the sutra of
an advective and a. diffusive flux
J, = UC - DVC
(2)
where
U
is the bulls velocity and
D
is the turbulent (eddy) diffusivity, that is
here calculated as
D = Vt
(3)
where
vt
is the eddy viscosity, calculated in STREN4RHySedWq with
a,
k-c
two-equation turbulence model, and Se is the turbulent dimensionless Schmidt
number. Several authors presented formulae or values for the Schmidt nurriber
Sc for different st.tbstances.
The equation (1) is integrated in the vertical to obtain the depth-averaged
conservation cquation:
at
(HC)
+
V
(11J')
= S'
(4)
where
"h"
denotes "horizontal" gradient (in the directions
x
and
y), H
is the
water depth and S` is the deptli-integrated net rate of production by sources and
sinks. The bulk velocity
U
for the advective flux has two components
it
and
v,
which are the depth-averaged velocity components in the horizontal
x
and
y
directions.
Different water quality models consider different substances and a typical
model would include dissolved oxygen, ammonia., organic nitrogen, nitrite, ni-
trate, organic phosphorous, inorganic phosphorous, biochemical oxygen demand,
algal biomass and temperature (Chapra, 1997). All these substances interact
through kinetic processes.
STREMRHySedWq solves the first two terms on the right--hand side of the
depth-averaged mass balance equation for BOD
(CE30D,
M90-2/1) and DO
(C1)0'
111902/1), i.e. the transport terns. In addition, kinetic processes for BOD and DO
are incorporated is source/sink terms S'. The kinetic equations implemented in
the water quality module (Colonna Rosman, 2006) contain the following variables:
4

• ammonia nitrogen concentration
Cfvlr,
(mgN/l);
nitrate nitrogen concentration
IV03
(mgN/l);
• phytoplankton carbon biomass concentration CT,j,(mgC/l). Notice that in
this model the phytoplankton is expressed as mass of carbon;
• temperature T(°C);
• salinity S(mg/l).
The time variation of the temperature can be entered by the
user
,
while the
concentrations
of arnrnonia
,
nitrate and
phytoplankton, as well as salinity, are
assumed constant by STRENIRHySedWq.
Biochemical oxygen demand
(
BOD) kinetics equation
The following equation describes the kinetic processes (terms S in (1)), having
dimensions of concentration over time)
involving
the biochemical oxygen demand
concentration
C13of)
(ing%/I):
dCL3oD = aocK1DC,^j^ - KDOf^'-2o} ( K130D C +
dt
DO CDO)
1 Cr3oD+
532
20}
I^NQ3
-
--
1'21-)02D
cn 0, + I'VI30D
4 14
^ KN03 + cD0
(5)
The positive terms in the right-hand side of the equation produce an increase
of the BOD, the negative terms produce a decrease of BOD.
Other terms can be added on the RHS of the equation, in particular the
terms relative to the BOD resuspension and settling, which are introduced and
investigated in detail later in this document.
Let's briefly analyze the kinetic terms one by one.
Decaying of phytoplankton biomass (positive term)
a.,:K1DC'vjz
where:
a,), is the decaying coefficient for phytoplankton biomass (-);
• KID
is the phytoplankton biomass decaying coefficient (day-1);
• Cph
is the phytoplankton carbon biomass concentration (mgC/l).
Oa.idation (negative term.)
KDO(T-2
0
)
cDO
C130D
KI3oD
+ GDo
where:
KD
is the deoxygenation (oxidation) coefficient at 20 °C (day-1);
(0)
(7)
5

• 01) is the temperature coefficient for deoxygena.tion (-);
T is the water temperature (°C);
CDO
is the dissolved oxygen concentration (zng02/1);
KBOD
is the half saturation constant for the BBD oxidation (rng02/1);
CI30D
is the biochemical oxygen demand concentration (mg02/1).
De-nitrification (negative term)
532 1^2DO(T-2o)
KNO3
4 14
2D
KN03 + CDO J
where:
CNO,
(8)
K2D
is the de-nitrification coefficient at 20 'C (day-')-)
021)
is the temperature coefficient for de-nitrification
KNO,3
is a, half saturation constant (m902/1);
CDO
is the dissolved oxygen concentration
(rn g02/1);
• CNO-
3
is the nitrate nitrogen concentration (rngN/l).
13OD input (positive term)
Localized inputs of BOD not associated to inflow boundaries are represented
by the term
1'T"13017
(9)
which has dimensions of concentration over time (111902/1/s). If the BBD
input is known in terns of mass over time
14'1301)
(mg02/s) and the input is
"applied", considering a numerical domain, to a certain number i of cells having
area.
A
and depth
H, L11'130D
is calculated as follows
M7130D
=
A4'130D
(10)
Eti A,:Hj
Dissolved oxygen (DO) kinetics equation
The following equation describes the kinetic processes
(terms
S in (1), having
dimensions of concentration over time
)
involving the dissolved oxygen concentra-
tion
C170
(
mg02/1):
dCI7o
(r-2o)
(
= KILO
(
Cs - CDo
) +
G1'1
32
4814
l
+
(1
C
IJ
- PN 113
)
dt
12
14 12
1,
J
CDO
C13o1^
64I{ 12 ^}i21_20)
C10
+
KBOD + Cn0
14
( KNIT + CDO CN r13
-32K i1t0iTa
Zo)C1,1,
- SOD()(T.-2a) + 1VDo
12
H
(11)
6

The positive terms in the right-Hand side of the equation produce an increase
of the DO, the negative terms produce a decrease of DO.
As done for I30D kinetic terms, let's briefly analyze the kinetic terms for DO
one by one.
Reacration (Positive term)
K^OQI
-20) (Cs - CDO)
wllerc:
(12)
K, is the reacration coefficient (day-1);
0-,
is the tenlperatl.rre coefficient for reaeration
Cs is the dissolved oxygen concentration at saturation (rr1g02/1) and it
is function of the temperature
T
and salinity
S
according to different
expressions from literature.
Schla
.
dow and
Hamilton (1997)
suggest to use Mortimer formula
(named here
as "Formula V), where the
temperature
T is measured in °C:
Cs = exh [7,71
1.311n (T + 45.93)]
(13)
Colonna Rosman (2006) reports the following equation (named here as "For-
mula. 2"), where the temperature T is measured in K and salinity in PSU (Prac-
tical Salinity Units):
1.5757105
6.6423107
1.24381010
8.62191011
lit (G^) _ -139.34 +
--
T,2
+
1,3
-
1„]
+
-S 1.7674 10-2 - 1.0754 10' + 2.1407 103
2
(14)
A document by the Vla.rquette University in \/filwalukee (Alp and Melching,
2004) reports a. formula, by the Committee on Sanitary Engineering Research
(1960), named here as "Formula 3". In this case CS is the dissolved oxygen
concentration at saturation at sea, level (mg02/1), 7' is the water temperature
(°C), f is the correction factor above sea level (-), E is the site elevation (ft) and
s is the air temperature (°C):
CS = 14.652 - 0.41022T + 0.00799T2 - 0.0000777741'3
(15)
f - (2116.8 - (0,08 - 0.000115s) E)
(16)
2116.8
Figure I shows a comparison between the three formulae reported above for
the calculation of the dissolved oxygen concentration at saturation. The "Formula,
2" is blotted for two values of salinity (15 PSU and 25 PSU).
7

6
E
V
.Formula 1
Formula 2
, S = 15 PSU
-Formula 2
.
S = 25 PSU
Formula 3
0 1 2 3
4
5
6
7
0
9 10 11 12 53 14 15 16 17 18 18 20 21 22 23 24 25 20 27 N 29 30 31 32 33 34 35 36 37 36 39 40
Temperature (°C)
FIG. 1. Comparison between the different formulae for the calculation of
the dissolved oxygen concentration at saturation CS.
As regards the reaeration coefficient A, several formulae are available from
literature.
Thomann (1972) and Chapra (1997) present a review of the main
studies and investigations on the parameter KQ,, based on theoretical investi-
gations and empirical field studies.
The most common formulae presented are
by O'Connor and Dobbins, Churchill and Owens and Gibbs. The widely used
O'Connor and Dobbins formulation is here reported:
3.93U1/2
IP/2
(17)
Krt
is the remera.tion coefficient in day-1,
U
is the flow velocity in m/s and
H
is the flow depth in Hl.
Photosynthesis (Positive torn)
32
X18 1^l
G1^1
12 -i
8 12 (1
PN113)
Cplz
(
14
where:
Gp1
is the phytoplankton growth rate (day-'))
CIA
is the phytoplankton carbon biomass concentration (mgC/1).
(18)
In STRE\,IR.HySedWq the following formula for the calculation of the dimen-
sionless
PN113
is used:
NOS
+
PN113 =
N113
(K,7. N+NII3) (K,,N+N03)
+NH,;
KmN
(NH3 + N03 ) (K71,.N + N03 )
(19)
8

Both a.rnirionia.
NH3
and nitrate
N03
are expressed in tigN/l and
K,1v
is
the iMichaelis half saturation constant for nitrogen (a typical value is
K,, ,V
= 25
tcgN11). If the concentration of both animonia
NH3
and nitrate
N03'
is equal to
Zero,
P A1113
is Set to I.
Oxidation (negative term)
J^D0p -20)
cD0
(
KBOD + CDO /
C13OD
(20)
where:
• KD
is the deoxygenation (oxidation) coefficient at 20 "C (day');
• C)1J is the temperature coefficient for deoxygena,tion
• T is the water temperature (°C);
• C1JO
is the dissolved oxygen concentration (mg02/1);
K130D
is the half saturation constant for the BOD oxidation (111902/1);
CBOD
is the biochemical oxygen demand concentration (n1902/1).,
Nitrification (negative terrra)
641'(1Z^12-20)
CDO
CNII3
14
KA,11, + CDa
where:
K12 is the nitrification coefficient at 20 °C (day-1
012 is the temperature coefficient for nitrification
KNIT
is a half saturation constant (mg02/1);
Qvjj,
is the ammonia, concentration (n1gN/1).
Respiration (negative term)
32
r
12^]It0i1^72
0)
C,"z
where:
Klra
is the biomass respiration coefficient at 20°C (day-1
011{ is the temperature coefficient for respiration (--);
C1i1,
is the phytoplankton carbon biomass concentration (mgC/l).
Sediment oxygen demand
(
negative term)
SOD
O(
T-20)
5
where:
(21)
(22)
(23)
9

SOD
is the sediment oxygen demand (g/ni'/day);
H is the flow depth (m);
OS is the temperature coefficient for the sediment oxygen demand
SOD is due to the oxidation of organic matter in bottom sediments. The
benthic deposits ("sludge beds") derive from several sources: wastewater par-
ticulates, allochthonous particulates (leaf litter and eroded organic-reach soils),
photosynthetically produced plant matter (especially in eutrophic lakes, estuaries
a.nd rivers) (Chapra, 1997).
DO input (positive term)
Localized inputs of DO not associated to inflow boundaries are represented
by the term
1'VDO
(24)
which has dimensions of concentration over time (rngO2/l/s). Analogously to
BOD, if the DO input is known in terms of mass over time
111DO
(rrrgO2/s) and
the input is "applied" to i cells having area
A
and depth
If, IYVDo
is calculated
aS follows
1vID^
o =
Ai II,:
(25)
DYNAMIC DESCRIPTION OF THE BED
-
WATER INTERACTION AND
COUPLING WITH THE BOD
-
DO MODEL
The bed-water interaction was modeled in STR.E1\4l.HySedWq through a dy-
namic description of the transport across the bed-water interface. The following
sections describe:
the sediment entrairrmerrt/sedirnentation module;
• the BOD transport across the bed-water interface;
the incorporation of the BOD fluxes from and to the bed into the BOD
conservation equation solved for the water column.
Sediment entrainment
/
sedimentation module
The entrainment and sedimentation of sediments (solids) are modeled is the
following way:
• sedimentation is considered to be a. first order process;
• resuspension is related to the bottom shear stress;
• sedimentation and resuspension are assurned to occur simultaneously and
in the vertical direction.
The following equation expresses the vaa-iation in time t of the suspended sed-
iment depth-averaged concentration in the water colurrrrf CS,
s,,,
(expressed here as
10

volume concentration, that is mss/m3, where mss denotes the volume of suspended
sediment):
dCss,2u _ -F
sed,ss
+
FTes,ss
_
- yssC
ss,eu
+
Fres,ss
clt
H
H
(2^)
where F
sed,ss is the
sedimentation flux ((m3,s/nr3)(m/s)),
F,_eS 55 is the resus-
Pension flux ((rn5 s/rn3)(rrr/s)) v,, is the sediment settling velocity (m/s) and H
is the water depth (m).
Because of sedimentation and resuspension, the sediment-water interface is
moving with respect to the fixed coordinate system. The velocities vs and v,.
(rn/s) by which the sediment surface is displaced can be expressed in terms of
]
;'
,,d,,,
an
d
];,Tc,,,,:
FS e
d
, ss
"JJ
"' JJ,W
{1- n)
css,b
U =
F
res,ss
=
F
res,ss
(28)
(1 - n)
C55,v
where
C',SS v
I.
the sediment concentration in the bed (mss/m3, here assumed
as constant) and n is the bed porosity (dimensionless).
The net displacement vs,. (m/s) of the interface is given by the so called Exner
equation:
V" = v,s - v,.
(29)
vs,- is positive if deposition is greater than resuspension, otherwise it is nega-
tive.
The expressions for the velocities vs and v,. are: here re-expressed as as follows:
V3
=
,
,,D5
(30)
1-n
VSSL'^s
(31)
D,5 is the volume sediment concentration at the bed-water interface. Consid-
ering this concentration, rather than the suspended solids depth-averaged con-
centration (as previously done, for the sake of simplicity of explanation in the
equation (26) for Fsed,ss), allows for accounting for a more realistic shape of the
the concentration vertical profile, which presents lower concentrations closer to
the water surface and higher concentrations close to the bottom. ES is the di-
mensionless entraimnent into suspension, which can be calculated using several
formulae presented in literature according to the characteristics of the flow and
the sediments (here the Smith and McLean formula is adopted). Later in this
document, an alternative expression for v,, is presented and discussed.
11

zI
'Lb
SHEAR
..
-
VELOCITY ^ -
DISTRI IU
M
N
DISTRIBUTION
FIG. 2.
Sediment
model configuration.
The dimensionless sediment concentration.
al the
bed-water interface
As regards the dimensionless sediment concentration at the bed-water inter-
face D,S, the vertical distribution of suspended sediment for equilibrium condi-
tions can be derived invoking the eddy-diffusivity concept (Garcia, 2001) and
the Rousean distribution profile (Rouse, 1937). The results presented here are
discussed in detail in Abad
et, al.
(2007).
With reference to the Figure 2, shifting the datum for the vertical coordinate z
to the bed-water interface, D,5 is properly defined as the concentration at
z = A,
where the reference level that separates the bed-load (neglected in this analysis)
and suspended transport is.
The Rousean distribution profile (Rouse, 1937) is expressed as:
H - Z
)/
z
C"', W
C,, (A) (
(H - zb)/zb
(H - z)/z
zlz
= D.s ((H - zb) l ze
The superscript "' " denotes local values of suspended sediment concentration
ill the vertical.
Z1z
is the Rouse number, defined as
GjZ =
v55
(33)
nu,
where
t,,
is the dimensionless Von Karman's constant (equal to 0.4) and
u,,
is
the shear velocity (in s). After few passages, reported by Abad
et al.
(2007), the
dopth-averaged suspended sediment concentration in the water column C,, earl
be expressed as
12

C55 = DSINT(ZR)
(34)
Abad and Garcia, (2006) presented a practical expression for
INT ("INT"
stands for "integral", since the expression comes from the numerical solution of
an Integral):
INT(Z
rz)
=
co
r
+ ciZ7z
r r
+
czZR
z r
+ c3ZR
3
1
+
IZI
caG1z +r
cs
Z
a
a +
^,csZR
(
35
)
where the coefficients c are reported by Abad and Garcia (2006): ca = 1.1038,
ca = 2.6626, c2 5,6497, c3 = 0.3822, c' = -0.6174, c, = 0.1315 and car, = -0.0091.
The expression for the dimensionless sediment concentration at the sediment-
water interface D,5 is therefore
DS
Css
(36)
I NT (ZO
The dimensionless entrainment into suspension
Several
relations are available for estimating the dimensionless
rate
of entrain-
ment Es. The formula
here considered
;
suitable for fine grain sire sediments, is
the one by
Smith and McLean
(1977).
Their formula is expressed as follows
0.65ryo (-w - 1 }
ES
Ts
1+
where TS is the dimensionless bottom shear stress, T,* is
critical shear stress and 'Ya = 2.4 • 10-3
The dimensionless bottom shear stress TS is given by
^
Ts - RgD
The shear velocity u* (m/s) is calculated
as follows
(37)
the dimensionless
(38)
u* = zi`z + v2 Cf
where a and v are the depth--averaged velocity components in the X and
direction and
Cf
is the friction coefficient, given by Manning's equation
X122
Cf =
(
39
)
H1/3
where
n
is Maiming's roughness coefficient,
g
is the acceleration of gravity
(9.81 m2/s) and
II
is the water depth. Notice that the lower is the water depth,
the higher is the friction coefficient and, as a consequence, the shear velocity and
stress.
In (38) D is the grain sire (m) while the dimensionless sediment submerged
specific gravity R is defined as follows:
71 2
13

Ass
Azu
R=
Ago
A.SS
and p,,, Lire respectively the mass density of sediment and water.
(40)
As regards the value of the critical shear stress
rG ,
it
can be be calculated
rising Brownlie's formula modified by Parker (2003)
r*
0.5(0.22ReP o.s + 0.06 10(- 7.7
1ze-,o.6))
where Re 7) is the dimensionless sediment Reynolds number, defined as
(41)
.^^e
RgDD
Re
p
{42)
v
where
v
is the kinematic viscosity (her(, assumed equal to 10' rn2/s).
As mentioned above, the expression (31) for the evaluation of the erosion rate
v,. (m/s) has to be replace'd, for cohesive sediment, by another expression, having
the following general form (see Lick, 2005):
UT.
= AT7zPM
(43)
where r i
s the bed shear stress
,
p is the bulk density of the sediment
,
bed and
A, n
and
m
are constants depending on the grain size and other properties of
the sedirents
(
mineralogy, organic content, time after deposition
,
gas, presence
of bacteria and benthic organisms
).
hn general, the erosion rate v,- increases
when the bed
shear stress increases (since n is positive
)
and/or
the bulk density
decreases
(
since
7rc
is negative
).
In particular the effect of the bulk density (in
other words, the compaction
)
on the erosion rate is strong for very fine particles,
for which the cohesion contribution is strong, especially for high compaction.
The parameters
A, m
and n can be measured in laboratory
or in field and
depend on the site. Straight or annular flumes or devices such as Shafer or
Sedfiurne
(
see Lick
,
2005
)
can be used to estimate a relation for v
,
In reality, the
process of erosion is even more complicated
.
Usually the grain size decreases and
the compaction increases in depth
,
with increasing cohesion effect
.
Stratification
can be present in the bed, leading to high variation of the erosion rate in the
vertical
.
Very sma
ll
particles can flocculate
and be eroded
in chunks instead of
particle by particle.
Since a relation like (43) is site-specific
,
it
was not used for the cases presented
later in this preliminary study (for which the Srnith
-
McLean formulation was
adopted
). As already mentioned,
the implernentation of site
-
specific relaf,ions in
STR.ENIR.H,ySedWq is being clone.
It is underlined here that the bedload on the bed is neglected
.
This
assumption
is reasonable especially for fine sediments
(
grain size less than 200 Min, see Lick,
2005).
14

BOD transport across
the bed-
water interface
BOD can be present, both in the water column and in the bed, as:
• dissolved constituent;
attached to solids.
The I30D concentrations
C13O j),,,,,d
and
C130D,b,,j
dissolved (subscript "d") re-
spectively in the water column (subscript "w") and in the bed pore water (sub-
script "b") are expressed as follows:
CHOD,w,d T k,dCJ30D,,,
CHOD,b,d = fb,d
CBOD,b
r^
(44)
where
C13o j_^,zU
and
C13OD,b
are respectively the BOD total concentration in
the water column (for which the simple notation
CBOD
was used so fax) and in
the hod and f,,,,(j and
fb,d
are the dissolved fractions (-) in the water column and
sediment bed, assumed IS constant.
The BBD concentrations
CBOD,,,,p
and
Cr30D,b.p
attached to solids (subscript
"p") respectively in the water column (subscript "w") and in the sediment bed
(subscript "b") are expressed is follows:
C130D,wx =
(1
f,u,d)
C1301),w
(46)
CBOD,b,p = (I - fb,d) Cf130D,b
(47)
«rhere
C1301),b
is the BOD total concentration in the sediment layer (Ing/l).
The total exchange of BOD across the bed-water interface is represented by
three fluxes, assumed to be occurring in the vertical direction:
• diffusive exchange flux 1 jif f ((mg/l)(m/s));
sedimentation flux Fsed ((rig/1)(
m/s));
• resuspension flux F"" ((ing/l)(m/s)).
The total transport across the bed-water interface is equal to the algebraic sum
of the three fluxes expressed above. The equation describing the time variation
of the BOD concentration in the water column
C1301_),,,,
due to those fluxes is
dC130D,w _ Fdif f -
Fe
d
+
F r es
(48)
cdt
H
while the time variation of the BOD concentration in the sediment layer
C'1301),b,
which can therefore be tracked using this approach, is, considering a,
thickness
of the sediment layer,
d C130D,b
dt
-Fcjif f +
Fsed - Fres
Hsed
15

The diffusive exchange flux
The dissolved BOD fractions are subject to diffusive exchange. The difference
between the concentration in the bed interstitial water
C1301J,b,d
acrd in the water
col1.lmn
CBOD,iu,J
is the driving force for mass transport. The diffusive exchange
flux
Fdi f f
((mg/1)(m/s)) is therefore expressed by the following equation
dlff
F,jif f = E H (CHOD,b,d - CI30D,w,d)
(50)
v
where
Eli f f
is the BOD diffusion coefficient (m2ls) and
Hb
is the depth of the
sediment layer where the diffusive BOD exchange occurs (m).
The sedimentation flux
The sedirrientation flux FSe,j ((nig/l)(rn/s)) is expressed by the following equa.
tion:
Fsed = Fsed,ss C130D,tu,p + vsIIC130D,w,d
(51)
C
ss,iu
The first term represents the settling of BOD attached to the solids in the
water column while the second term describes the inclusion of more water due to
the bed aggradation caused by sedimentation.
Recalling, from what reported above,
Css,xu
r'sed,ss = vssDs
= vssINT(ZR)
and
uss Ds
V.,
1-
n
the sedimentation flux can
be expressed as
yssC130D,
xu,p
yssDs
{sed
-
)
+ 1 - nnC1301J,zo,d
INT(Zb
(52)
(53)
(54)
The resuspension flux
The resuspension flux F,." ((mg/l)(rn/s)) is expressed by the following equa-
tion:
C130D,b,p
Fi•es `^ Fi-es,ss
+ vrnCI30D,b,d
r )
(
5J
Css,b
The first term represents the resuspension of BOD attached to the solids in
the bed while the second term describes the release of pore water clue to the bed
erosion caused by sediment resuspension.
With
Fres,ss
= vrCss,b
16

and
V,'
v
55
ES
1-n
the resuspension flux can be expressed as
vs5.
ES
vss ES
Eres =
1
_ nC13oD,b,p + 1
n'rrCJ3on,b,d
(57)
(58)
Incorporation of the BOD bed-water exchange in the
BOD-DO model
The equation (5), which describes the kinetic processes involving the bio-
chemical oxygen demand concentration
C13oD
(mg02/1) in the water column,
was modified to account for the bed--water 130D exchange, adding the 13.119 of
the equation (48) to the R,HS of the equation (5), giving:
dCl30D
ao.
rr
rI^C,,1z
-
I^nOlr-
^
2o
>
C
D
o
CI3oD+
d^
K13o\D + GDO
532 K2DO(-F 20)
T(NO3
1
CNO3 + W130D+
4 14
-1^NO3 + CDO J
+ Fdi f f - F,ed + Fres
1-r
(59)
The fluxes
P',ji f f, FS,d
and FrC5 are calculated with the expressions (50), (54)
and (58).
The bed-water interaction terms have an impact on the BBD concentration
in the water column and, as a consequence, on the DO concentration, since the
BOD-DO system is coupled through the oxidation term.
In summary, in tho model S T REN4RHySedWq, the organic matter initially in
the bed and resuspended is treated as BOD in the water column and is oxidized
using the DO there. The consumption of DO clue to the oxidation of the organic
matter in the bed is modeled through the sediment oxygen demand term, which
basically represents a. DO flux from the water column to the bed (Chapra., 1997).
DESCRIPTION OF THE CODE
Numerical schemes
The cliscretization of the equations in STRENIRHySedWq is based on the
Finite Volume (FV) method, in which a stair-stepped (piecewise constant) dis-
cretization of the flow depth is adopted.
The depth-averaged equations (continuity, momentum, vorticity for the cor-
rection for secondary flow, turbulence variables k and E and conservation for
sediment and water quality substances) are transformed from Cartesian (x,y) to
curvilinear coordinates (^,
q),
where ^
- ^(x,y)
and
71
= q(x,y).
Every cell is
transformed from the Cartesian system to the curvilinear system, on which the
coinputaLions are performed. In the Cartesian plane spacings Ox and Ay are
17

arbitrary whereas in the curvilinear plane the spacing is constant and equal to 1
(i = j - 1).
Through this transformation, the boundary fluxes are handled more
easily.
The generic advection-diffusion equation with additional source/sink terms
for the transport of any arbitrary scalar can be written in curvilinear coordinates
(see Bernard, 1993) and the generic scalar r1f is calculated, for each time step in
each computational cell as
q, (t + At)
= qf(t) + A11f
(60)
The code basically calculates separately the AT associated to advection, dif-
fusion and source/sink terms and adds there. An Euler upwind scheme for ad-
vection and cell-centered discretization for diffusion are used (the schemes are
not reported here; the schemes originally present in the code by Bernard were
replicated for solids, BOD and DO). As regards the source and sink terms, an
Euler scheme is used calculating for each time step and each cell the source/sink
term using the B OD and DO concentration and the temperature value in that
cell it the previous time step. In symbols, for BOD and DO
Cf30D(i, j, t +
At)
CB0D(i
J, t) + SBOD) ij,tAt = CB0D(i j)
t)+
+S130D(C130D(iJ,t),
CDO(i,
J,t),T
(i,j,
t),
C
,,1,(2J
01
CNO--
(2,f
1 0 1
"1"1301)(2, f, t))
(61)
CDO(i, j,
t
+
At)
=
CD0(2, j,
t) +S
D
O,ij,tAt = CDO(ij, t)+
+SD0(CB0D(iJ,
t),
Cf)O(ij,
t),T (2, j, t), Cjj,.(2,.7, t),
Cvfl
(2,j,
t),
Wj )o(2, j,
t))
(62)
Structure of the code
The STREN RI-lySedWq code, in a time-step "Do" loop) solves, for each cell,
the conservation equation for the solids (for up to 10 grain size classes) and for
BOD and DO.
Two versions of the code were developed:
• in the first version of the code, the hydrodynamic is "frozen". This means
that, even if the bed variation due to erosion and deposition is calculated
(as well as all the associated solids and BOD bed-water exchange terms),
the water depths and the friction coefficients (depending on the water
depths, see the equation (39)) are not updated and consequently the hy-
drodynainics is not. recalculated considering the new depths and friction
coefficients.
This model has the advantage of running solids transport and
water quality relatively fast, and can be considered reasonable once the
bed elevation change is small compared to the water depth;
18

• in the second version of the code, the hydrodynamic is not "frozen". This
means that, according to the bed variation, surmised over all the grain
size classes, the water depths and the friction coefficients are updated and
the hydrodynamics is recalculated.
This model has significantly longer
simulation times.
Since the second version of the code sometimes experiences instability, a so
called "serni-frozen" ;node can be used too: the water depths are updated ac-
cording to the bed variation for every time step but the hydrodynamics is not
recalculated. This version allows for speeding up the code, avoiding instabilities
and accounting for the change of depth in all the source/sink terms for solids,
BOD and DO (i.e. bed-water fluxes and SOD).
SEDIMENT AND WATER QUALITY INPUT FILES IN
STREMRHYSEDWQ
The present section illustrates the variables and the units to input irr the
configuration input file "ST11EMR,SST.CFG" (relative to the sediment transport
module) and in the card &WQINPH of the configuration input file "STRENI-
IIWQ.GFG" (relative to the water quality module) to run STRENIRHySedWq.
Configuration
file "STREMRSST.CFG"
&SSEDLIST
SSNIOD : activate/deactivate the sediment transport module ("YES" or
"NO");
SSNIODF : activate deactivate the "frozen" hydrodynamic mode ("YES"
or "NO").
&SSEDPARA
SSEN`I'I? : sediment entrainment formula (
"SMITH" or "GAII,CIA");
• POROSITY :
porosity of the bed layer (-), n.
&SSEDINPA
SSACTV : activate/deactivate the sediment transport grain sire class
("YES" or "NO"). Up to 10 grain sire classes can be considered,
&SSEDINPB
SSTINI : secllment initi
al con
centration m
the
wate
r column (T71
g/1),
Css,w,ini.tial-
&SSEDINPC
SSTBC : sediment input
concentration from the inflow boundaries (mg/1),
Css,zu,
input
19

&SSEDINPD
SSTVS : suspended sediment settling velocity (in/day), v,,.
&SSEDINPE
SSTDS : sediment grain size (m), D.
&SSEDINPF
SSTDEN : sediment submerged specific gravity (-), R.
Notice that the SST1N1 values are read in case of "cold start" of the simu-
lation, otherwise the initial concentration field, which can be spatially varying,
is contained in the starting "hot" file "STII.EMRSSTHOT.HOT" (which can be
created by the application "sstliot.exe" written for the purpose).
Card &WQINPH (
configuration file "STR
EMRWQ.CFG")
VS3: suspended sediment settling velocity (m/day), vss;
• FD5 : BOD dissolved fraction in the water cohunn
F135
BOD dissolved fraction in the bed (-), fb,j;
• Ediff : diffusion coefficient of BOD from the interstitial water in the bed
to the water column
W/day),
Ede f f;
HI)
:
depth of the bed layer where the diffusive BOD exchange occurs (m),
xv.
Observations:
• the sediment settling velocity vss considered by the code is SSTVS, which is
input in the file "STRENIRSST.CFG", if the sediment transport module
is active. Otherwise VS3, specified in the file "STREMRWQ.CFG", is
considered;
• the application "wghot.exe" can generate the spatial initial distribution of
BOD concentration in the bed.
the code does internal conversions of the units of some of the parameters
input by the user to ensure the consistency of the calculations.
SEDIMENT AND WATER QUALITY OUTPUT FILES IN
STREMRHYSEDWQ
Besides the output file "STRENIROUT. OUT", which contains some statis-
tics on the sediment and water quality concentrations, the two main output files,
which can be opened and visualized with the program TecPlot are "STREMR-
SuTcc.DAT" and "STRENIRWgTcc.DAT".
20

Output file "STREMRSuTec.DAT"
The output file "STREMRSuTec.DAT", for each "printing" time, set before
the run in the nlain input file "STREIVIRPC.DAT", contains:
• the sediment concentration
(
1
I113);"J
• the entrainment rate
O
n/s), given
by v,,E,/(1
n);
• the sedimentation rate
(
m/s), given by v,,D,I(1 - n);
• the cumulated bed elevation change
(
rn), which is positive if i,he cumulated
deposition is greater than the cumulated erosion and negative otherwise.
The results are given for up to 10 grain size classes.
Output file "STREMRWgTec.DAT"
The output file "STREMRWgTec.DAT", for each "printing" time, contains:
• the BOD concentration in the water column
(mg/1);
• the BOD concentration in the bed
(mg/1);
• the DO
concentration
(
mg/1).
the
water
tompera.ture, (
°C).
ANALYSIS 1
:
SENSITIVITY ANALYSES
The Analysis 1 is a sensitivity analysis to several parameters of the model, for
a. simplified scenario (a straight rectangular channel). The parameters considered
a-re:
BOD concentration in the bed
CRop,v;
flow depth H and depth-averaged horizontal veiocity cc2 + v2;
fraction of BOD dissolved in the water coluirln and in the bed
and
A"l);
grain size (effective diameter) D, sediment settling velocity 7)s9 and sub-
merged specific gravity R;
• porosity n of t11e bed layer.
Even if the model STREMRHySeclWq is two-dimensional, the Analysis 1,
which considers a straight rectangular channel, treats a, basically one-dimensional
problem.
Longitudinal profiles of concentration of suspended solids, BOD and
DO in the water column, as well as profiles of bed elevation change along the
centerline of the rectangular channel were compared for the different scenarios
considered.
Description of the simplified scenario
A short straight channel, having similar dimensions of Bubbly Creek, the
waterbody considered in the Analysis 2, was considered to run the sensitivity
analyses.
21

A rectangular channel, 2200 m long and 50 m wide, with horizontal bed, was
used. The computational grid is made of 1100 cells (220 x 5) with uniform 10-
meter square cells. The resolution of the grid was found to be a good compromise
between computational time and goodness of the results. Notice that, in the
Analysis 2, a structured but irregular computational mesh was used instead.
For the hydrodynamic simulations, a INlanning rougliness coefficient of 0.024
was used (same value used later for Bubbly Creek).
For the suspended solids, an initial concentration (constant over all the do-
main) of 8 mg/l and -,ii input (from the upstream inflow boundary) of 1000 mg/1
were adopted. For the biochemical oxygen demand (BOD), an initial concentra-
tion of 5 mg/l and an input of 60 mg/l were set, while, for the dissolved oxygen
(DO), a value of 6 mg/l was considered for both the input and initial concen-
tration.
All the values assumed are typical of combined-sewer-overflow (CSO)
events, according to a study of the Chicago Waterway System by the Marquette
University in Milwaukee (Alp and Melching, 2006). As regards the diffusion coef-
ficient of the solids, it was calculated according to the the equation (3), assuming
Se =
1 (Lyn, 2006).
As regards the BOD kinetics, only oxidation and bed-water exchange were
considered, while phytoplankton decaying and de-nitrification were set to zero.
As regards the DO kinetics, reaeration, oxidation and sediment oxygen demand
were considered, while photosynthesis, respiration and nitrification were set to
zero. In particular, the following parameter values were used:
• oxidation:
KD = 0.2 day-' (Colonna Rosman, 2006), 8D = 1.040 (l1lar-
quette University analysis, Alp and Melching, 2006),
K,301_
= 0.5 mg02/1
(Colonna Rosman, 2006);
rearation:
Q,L = 1.024 (Chapra., 1097), K,, calculated with the O'Connor
and Dobbins formula and Cs calculated with the Mortimer formula.;
sediment oxygen demand: 0,
1.065 (Zison
et
al.,
1978),
SOD = 2
g/m2/da.y (value typical of beds rich in organic content, as measured by
MWRDGC in the Chicago Area Waterway System).
The diffusion coefficient of the BOD was calculated according to the the equa-
tion (3), assuming Sc = 1 as for the solids.
The Schinidt number for DO was calculated using the following formula
(lloudzo, 2008):
Sc = 8.809 • 104 - 566.85(T + 273.15) + 0.914(T+ 273.15)2
(63)
where T is the temperature (here set constant and equal to 20 °C). The
corresponding value of
Sc
is 464.3, thus a. value of 500 was considered for the
simulations,
The Schmidt number is object of investigation and research. In this analysis
it was reasonably set, further observing, through preliminary simulations, that
diffusion has a minor role in the runs, dominated by advection and kinetics.
22

The simulations for the sensitivity analyses were made in two steps: first,
the hydrodynamics was run to steady state, then it was "frozen" and sediment
transport and water quality were run for a duration of 10 hours. The variation
of bed elevation during the simulation was verified to be small compared to the
water depth, justifying the assumption of "frozen" hydrodynamics.
Scnsitivity to the BBD concentration in the lied
First, the sensitivity of the model to the BOD concentration in tile bed
Cjjo[-),b,
assumed as spatially constant over the whole domain, was evaluated for a constant
flow velocity of 0.2 m/s and a constant flow depth of 2 in. Three cases were
considered:
C130D,b =
3500 mg/l (default value reported by the model Duflow-Eutrof2,
2002);
• C1 OD,b =
16000 mg/l (corresponding to a bed organic content of 5lo in
terms of total organic carbon TOC (typical value from DiToro, 2001), a
conversion factor BOD/TOC equal to 32 1-11902/12 mgC (Chapra, 1997),
a.
solids mass density pys of 1200 kg/m3 and a bed porosity n of 0.9 (Alp
and Melching, 2006));
CI?oD,b =
20 zmg/l (value corresponding to a BOD-poor bed).
Notice that, for all the sensitivity analysis simulations, the BOD concentration
in the bed
CL3on,b
was assumed constant in time, considering the bed as an
"infinite" source of BOD. This choice is convenient, because it means that no
sediment lager thickness Hs,d needs to be set (the equation (49) is not solved),
and reasonable, in light of some preliminary tests showing a, small time variation
of the BOD concentration in the bed when HSCt is an input parameter.
As regards the other parameters involved in the bed--water interaction, they
were set constant for the three simulations as follows:
• D = 60 ym (silt-sized solids);
I? = 0.2 (Alp and N/lelching (2006), corresponding to a density of solids p,S5
of 1200 kg/m');
v,s,s
= 1 m/day (Alp and Melching, 2006);
n = 0.9 (corresponding to the higher limit of the range reported by DiToro
(2001) and the value adopted for the Chicago Waterway System by Alp
and Melching, 2006);
• .f^W,, = 0 (it is assumed that all 130D in the water column is attached to
the solids);
• ,fb,,i
= 0 (it is assumed that all BOD in the bed is attached to the solids).
Notice that in absence of dissolved BBD fractions in the water column
and in the bed, the diffusive exchange flux is equal to zero. Moreover,
it
was noticed from some preliminary tests that its order of magnitude is
generally lower than the one of the sedimentation and resuspension fluxes;
Smith-McLean entrainment formula for the solids on the bottom.
23

2100
2000
1900
1800
SS Concentration
i---^--
4.0.01
1700 -
L =Cumulated
bed variation
1500
^ 1500.
+.___;-_
+
;
-
'.
_;.___.:_ __s-- --•___^.
-Q.02.^
E 1400
i
E
1300
= 1200
_0.03 c
1100
--^^r
_
F
--
--- - -
1004
_
...
....
.
__
n
E 900
0
800
600
-0,05
500
400
---
200
0.06
100
0
.0.07
0 100 200 300 400 500 600 790 000 900 1000
1100 1200
1300 1400 1500 1600 1100
1800 1900
2000 2100 2200
otstnnca Imi
FIG. 3. Longitudinal profile of the concentration of suspended solids in the
water column and of the cumulated bed variation after 10 hours.
The flow conditions are associated to erosion of the bed. Figure (3) shows the
longitudinal profile of the concentrations of suspended solids and of the cumulated
bed variation after 10 hours of simulation. Erosion causes in increase of concen-
tration of suspended solids in the downstream direction, from 1000 mg/l (input
concentration) to about 2001 mg/l. The concentration profile after 10 hours is
practically at equilibrium (steady state profile).
The bed variation is negative and sums to a maximum of about G cm after 10
hours. The value of the variation, which is small compared to the water depth (the
ratio is 0.0G in / 2 in = 0.03) justifies the hypothesis of "frozen" hydrodynamics,
Le. the hydrodynamics is not updated according to t;he bed elevation change.
As regards water quality, figure (4) and Figure (5) compare the longitudinal
profiles of BOD and DO concentration in the water column a.ftef 10 hours of
simulation for each of the three cases introduced above, as well as for a reference
case that does not consider any bed-water interaction, in terms of resuspension
and deposition.
The following observations can be made for the reference case which does not
consider bed-water interaction:
BOD: advection is responsible for a temporal increase of the BOD con-
centration, since the 1301) upstream input is constant and greater than
the initial BOD concentration in the channel. After 10 hours, the BOD
concentration profile is practically at equilibrium (steady state), and the
concentration profile decreases in the downstream direction because of the
oxidation terin. The effect of this term on the BOD levels (-hiring the sim-
ulation is small: in fact, after 10 hours, essentially all the channel, which is
relatively short, is characterized by an almost constant BOD concentration
equal to the input concentration, see Figure (4);
DO: since the input and initial concentrations were set equal, the source sink
terms in the conservation equations are the ones affecting the temporal
evolution of the concentration profile. In particular, since the sink terms
24

200
190
180
170
160
„ 150-
140
E 130-
120
0 110-
n 100
90
a
00
E
70 -
u 60
50
40
30
20
10
0
0
-No bed
-water column BOO exchange
-SOD concentration in the bed = 16000 mgrl
-80D concentration in the bed = 3500 mgl
800 concentration in the bed = 20 m{;:I
900 200 300 400 500 600 700 600
900 1000 1100 1200 1300 1400 1500
Distance (in)
1600 1700 1800 1900 2000
2100 2200
FIG. 4. Sensitivity analysis of the model to the BOD concentration in the
bed: longitudinal profiles of the concentration of BOD in the water column
after 10 hours.
6.0
5.5
5.0
A.5
4.0
3.5
0
3.0
w 2.5
0 2.0
1.5
1.0
0.5
0.0
_BOO concentration in the bed = 20 mg11
0 100 200
300 400 500
600 700
600 900 1000
1100 1200 1300
1400 1500
1600 1700 1900 1900
2000 2100 2200
Distance (m)
FIG. 5. Sensitivity analysis of the model to the BOD concentration in the
bed: longitudinal profiles of the concentration of DO in the water column
after 10 hours.
oxidation and sediment oxygen demand are greater than the source term
reaeration, the effect is a decrease of the dissolved oxygen concentration in
the downstream direction (see Figure (5) for the DO concentration profile
after 10 hours). The maximum DO depletion after 10 hours is about 1.1
mg/l, at the downstream end of the computational domain.
Once the bed-water interaction is considered, for three different values of BOD
concentration in the bed, it can be observed that:
• the results provided by the model are strongly sensitive to the BOD con-
centration in the bed, obviously with a. greater BOD increase in the water
column in the downstream direction for a, greater BOD content in the bed;
BOD concentrations in the bed of 3500 or 16004 mg/1 cause a relevant
downstream increase of Y30D in the water column (respectively up to about
----No betl
-
vraler column
BOO exchange
-BOO concentration
in the betl =
16000 mg8
---800 concentration
in the bed = 3500 mg11
25

_ 100 1
{-Flow velocily
=
0.5 mrs
^,
90
^ 80
70
60
c
^ 50
a 40
30
20
10
oa
0 100 200 300
400 500 600 700 800
900 1000 1100 1200 1300 1400 1500 1600 1700 1B00 1900 2000 2100 2200
Distance (m)
FIG. 6. Sensitivity analysis of the
model
to the flow velocity: longitudinal
profiles of the concentration of BOD in the water column after 10 hours.
86 and 197 nng/l at the downstream end of the channel after 10 hours),
associated to additional DO depletion when compared to the reference
case which does riot consider bed-water interaction (about 0.3 and 1.6
mg/1 respectively, again at the downstream end of the channel after 10
hours);
• if the organic content of the bed is limited (e.g. 20 ing/1), even if the flora
is causing erosion of the bed, the effect or) the bed-water interaction is
negligible. In this case the BOD levels in the water column are even lower
than the reference case, because for the reference case the settling flux,
proportional to the BOD content in the water column, was not considered.
Sensitivity to the flow velocity
The sensitivity of the model to the flow velocity is discussed in this section.
An alternative scenario characterized by a flow velocity of 0.5 m/s is compared
to the reference case with 0.2 m/s, considering in both the cases a How depth of
2 in and a. BOD concentration in the bed of 3500 mg/l. The other parameters
are still i;lie ones reported in the section "Description of the simplified scena'rio".
A higher velocity corresponds to higher concentrations of suspended solids in
the water column (up to 2001 mg/1 for a velocity of 0.2 rri/s, up to 3591 mg/1
for a, velocity of 0.5 m/s, after 10 hours) and higher erosion (up to 6 cin for a
velocity of 0.2 m/s, up to 38 cm for a velocity of 0.5 in/s, after 10 hours).
As regards water duality, Figure (6) and Figure (7) compare the longitudinal
profiles of BOD and DO concentration in the water column after 10 hours of
simulation for the two values of flow velocity considered.
The following observations can be made:
• the downstream increase of the BOD is dramatically greater for high ve-
locity values, since BOD resLisp ension is enhanced;
• the DO levels are affected by two competing mechanisms associated to
a.
high velocity: high oxygen demand of the BOD resuspended into the
26

6.0 -
5.5 ^
5.0
n 4.5
E 4.0
0 3.5
30
25
2.0 -
1.0 ^
015-.5
-
Flaw
Flow
velocity
=
0.2 WS
a.o a
0 100 200 300
400 500 600 700 000
900
1000 1100 1200
1300 1400 1500 1600 1100 1000
1900 2000 2100 2200
Distance (m)
FIG. 7. Sensitivity
analysis
of the model to the flow velocity:
longitudinal
profiles of the concentration of DO in the water column after 10 hours.
water column and higher reaera,tion of the flow. In this case the second
mechanism dominates: as a results, the DO levels are higher for a, velocity
of 0.5 m/s,
Sensitivity to the flow depth
The sensitivity of the model to the flow depth is discussed in this section.
An alternative scenario characterized by a flow depth of 5 m is compared to the
reference cast with 2 in of depth, considering in both the cases a flow velocity
of 0.2 ins and a, BOD concentration in the bed of 3500 rrig/l. No changes were
made for the other parameters (values reported in the section "Description of the
simplified scenario").
The effect of a. higher flow depth is basically the opposite of a higher velocity:
since the friction coefficient is inversely proportional to the flow depth, a high flow
depth corresponds to a low bed shear stress. As a consequence, with a. depth of 5
in, the maximum concentration of suspended solids in the water column reached
after 10 hours it the downstream end is 1284 mg/1 (to be compared to 2001 mg/l
for a depth of 2 m), while the maximum erosion after 10 hours is about 4.5 cm
(to be compared to 6 cm for a depth of 2 in).
Figure (8) and Figure (9) compare the longitudinal profiles of I3OD and DO
concentration in the water column after 10 hours of simulation for the two values
of flow depth considered.
The main observations are:
BOD: for a high water depth, the BOD concentration increase in the down-
stream direction due to resuspension is significantly reduced (at the end
of the channel, after 10 hours, the BOD concentration is about 66 mg/l,
only 6 mg/1 more than the concentration input at the upstream end);
DO: for a high water depth, as a consequence of the reduced BOD iesus-
pension, the corresponding DO depletion is reduced too.
On the other
hand, it's important to highlight that t;he impact of the additional BOD
27

--Flaw depth = 2 m
-".tle Ih-5m
100
200
300
400
500 600
700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1000 1900 2000 2100 2200
Oistance (m}
FIG. 8. Sensitivity analysis of the model to the flow depth
:
longitudinal
profiles of the concentration of BOD in the water column after 10 hours.
6.0
5.5
5.0
4.5
E 4.0
0 3.5
R 3.0
w 2.5
2.0
1.5 -
f.0
0.5
--^ Flow tlBplh = 2 m
-- -
I
- Flow de
p
th = 5 m
0
100 200 300
400 500
600 700 600 900 1000
1100 1200 1300 1400 1500 1600
1700 1800 1900 2000 2100 2200
Oi5tance (m)
FIG. 9. Sensitivity analysis of the model to the flow depth
:
longitudinal
profiles of the concentration of DO in the water column after 10 hours.
resuspended in the case of depth of 2 m when compared to the case with
depth of 5 in is relatively low during the 10 hours of discharge, while it is
expected to be greater in the hours following the discharge period.
This analysis of the impact of the flow depth on BOD resuspension is irn-
portant for the case of Chicago: since most of the Chicago Waterway System is
characterized by flow depths higher than Bubbly Creels (5 sn is a typical value),
despite presenting in some locations a high organic content in the bed, it is not
expected to be affected by high DO depletion due to BOD resuspension during
and after CSO events, as Bubbly Creek instead is.
Sensitivity to the dissolved fractions
The sensitivity of the model to the BOD dissolved fractions in the water col-
umn
f,zJ,d
and in the bed fb,d was evaluated, considering the following alternative
scenarios:
28

90 -
80 -
70
E 60 -
50
40 -
0 30 -
u
20 -
10
0-
0 100 200
300
-- fwd = fdd = 0
fwd - fdd - 0.5
fwd' fdd - 1
400
500 600
700 600 900 1000 1100 1200
1300 1400 1500 1600 1700 1800 1900 2000 2100 2200
Dimance (m)
FIG. 10. Sensitivity analysis of the model to the dissolved fractions of BOD
in the water column and in the bed: longitudinal profiles of the concentration
of BOD in the water column after 10 hours.
6.0
5.5
5.0-
4.5
4.0
3.5 -
0
3.0 1
u 2.5
o 2.0 1
^-fwd = f6d = 0
0.0
0
100 200 300 400 500 600 700 800
900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200
Distance (m)
FIG. 11. Sensitivity analysis of the model to the dissolved fractions of BOD
in the water column and in the bed: longitudinal profiles of the concentration
of DO in the water column after 10 hours.
J'I,,,,t
= 1 and
fa,d
1.
This scenario corresponds to the situation where all
BOD in both the water column and in the bed is in dissolved form;
• f,,,,,1
= 0.5 and
fb,d
= 0.5. This scenario corresponds to the situation where
the BOD in both the water column and in the bed is 50% in dissolved
form and 50% attached to the solids.
A flow velocity of 0.2 m/s, a flow depth of 2 m and a BOD concentration
in the bed of 3500 mg/l were considered. No changes were made for the other
parameters reported in the section "Description of the simplified scenario".
The parameters f11 ^ and fb,,l do not affect the sedirnents/solids transport but
only the BOD and DO dynamics.
Figure (10) and Figure (11) compare the longitudinal profiles of BOD and
DO concentration in the water column after 10 hours of simulation for the three
scenarios considered.
29

Interestingly enough, the analysis shows that the model is essentially not
sensitive to the BOD dissolved fractions in the water column and in the bed. In
other words, even if the order of magnitude of the BOD fluxes frorn/to the water
column associated to solids settling and resuspension (case f,,,,,i
= fv,d T
0) is
different from the order of magnitude of the BOD fluxes associated to inclusion
a.nd release of bed pore water (case fw,d = fb,d - 1), the resulting "equilibrium"
(steady state) longitudinal profiles of BOD and DO, already reached after 10
hours, are substantially identical in the two cases. The slight differences are due
to the diffusive exchange flux which is different from zero when dissolved BOD
fractions are present
(Edz f f
= 0.0002 M2 /day and
Hb =
0.02 m were assumed).
This result is comforting, since the value of the fractions fz„ .d. and f,,,t is difficult
to estimate precisely.
Sensitivity to the effective diameter of the solids
The sensitivity of the model to the effective diameter of the solids D was
evaluated too. Two cases, alternative to the reference scenario with D = 60 µm
(higher limit for silt/lower limit for sand-sized particles, from DiToro, 2001), were
considered:
D = 2 wrr (lower limit for silt higher limit for clay, from DiToro, 2001),
D = 2 rnm (higher limit for sand lower limit for gravel, from DiToro,
2001).
Again, a flow velocity of 0.2 m/s, a flow depth of 2 in and a BOD concentration
in the bed of 3500 mg/l were considered.
The lower is the effective diarneter of solids, the higher is their resuspension
and the resulting concentrations of suspended solids in the water column (up to
2463 mg/l for
D
2 µm, tip to 2001 mg/l for
D
= 60
tcm
and up to 1116 rng/l
for
D = 2 mm, after 10 hours at the downstream end of the channel) and the
higher is the bed erosion (about 9, 6 and 1 cm respectively).
As regards water quality, Figure (12) and Figure (13) compare the longitudinal
profiles of 130D grid DO concentration in the water column after 10 hour's of
simulation for the three considered values of effective diameter of solids.
The analysis shows Chat finer solids are associated to higher BOD concentra-
tions and DO depletion, analogously to what observed when the flow velocity
is increased.
Again, it must be underlined, however, that, the type of formula
considered for the resuspension (Smith and Mclean, 1977) does not account for
the effect of cohesion, which becomes important for very fine particles and high
organic content.
This observation is related to what observed earlier about the
need, in some cases, to calibrate relations like (43) when cohesion plays an irn-
portant role.
Sensitivity to the settling
velocity
of solids
An alternative value for the settling velocity v,, was considered, equal to 0.5
m/day (instead of the value assumed so far, equal to 1 m/day). Notice that,
30

110
-
100 -
---
-
-
-1
90 -
I
80
E
70 -
i
0 60.
s0
c
c
a
40
v 30
?-?
20
......__- -_._
... I. ..
10
D = 2 microns
D = 60 microns
-D=2mm
0 100 290 300
400 500 600
700 800 900
1000 1100 1200
1300 1400 1500 1600 1700 1800
1900 2000 2100 2200
Distance (m)
FIG. 12. Sensitivity analysis of the model to the effective diameter of solids:
longitudinal profiles of the concentration of BOD in the water column after
10 hours.
ss
5.5
5.0
4.5
4.0
3.5
3.0
2.5 -
- - -^ :^_
!
-
_
--
2.0
1.5
-'- -"- --- -
I
- --- - --- -
1.0
0.5
I
-
D = 2 nnmm's
-D = 00 n1 crons
^D=2mm
0 100 200
300
400 500
600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200
Distance 1m)
FIG. 13.
Sensitivity analysis of the model to the effective diameter of solids:
longitudinal profiles of the concentration of DO in the water column after
10 hours.
in general, particles in natural waters have complex shapes, so that the value
of settling velocity for modeling is determined by direct measurement or model
calibration, not by calculating it using Stokes' law.
Again, a. flow velocity of 0.2 m/s, a flow depth of 2 m and a BOD concentration
in the bed of 3500 mg/l were considered.
As expected, since the net erosion in the model is proportional to v,,, halving
vs,s
means halving the concentration of suspended solids in the water colurrun
at equilibrium (steady state), and since in the rums all IBOD was assumed to
be attached to solids, it means also halving the concentration of BOD in the
water column at egttilibrium (see Figure (14) for BOD profiles and (15) for the
corresponding DO profiles).
31

0 100 200 300
400 500 600 700
800 900 1000 1100 1200 1300 1400 1500 1600
Distance (m)
vss = 1 mtday
`vss = 0.5
Mtlay
1700 1600 T900 2000 2100 2200
FIG. 14
.
Sensitivity analysis of the model to the settling velocity of solids:
longitudinal profiles of the concentration of BOD in the water column after
10 hours.
0
100
200
300
400
500 600 700 800
900 1000 1100 1200 1300 1400 1500 1600 1700 1800 4900 2000 2100 2200
Distance (m)
FIG. 15
.
Sensitivity analysis of the model to the settling velocity of solids:
longitudinal profiles of the concentration of DO in the water column after
10 hours.
Sensitivity to the submerged specific gravity of solids
An increase of the particle submerged specific gravity from 0.2 to 1.65, cor-
responding to a density of solids p5$ equal to 2650 leg/m3 (siliceous minerals),
shows similar effects of a, decreased flow velocity, -in increased particle effective
diameter or a. decresed settling velocity as shown in Figure (16) and in Figure
(17).
Sensitivity to the bed poT'OSity
The bed elevation change rate, governed by the Exner equation (29) with (31)
and (30), depends on porosity: the greater is the porosity, the greater is the net
erosion or deposition date.
As regards the concentration of solids in the water column, governed by the
equation (26), it does not depend on the porosity since
F^eSss
from (2$) and (31)
and C,ss,b = 1-n, is
32

100
90
80
, 70
E
c 60
o
q 50
40
30
U
20
10
0
^R-lf2 ^
-R_ 1I
0 100 200 300 400 500 600
700
800 900
4000 1100
1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200
Distance (m)
FIG. 16. Sensitivity analysis of the model to the submerged specific gravity
of solids: longitudinal profiles of the concentration of BOD in the water
column after 10 hours.
a 3.5 i
;
^3.oII
^
d 2
.
5
0 2.0
1.0
0.5
0.0
0 100
200
300 400
$00 600 700 800 900 1000 1100 1200 1300 1400 1500 150D 1700 1800 1900 2000 2100 2200
Distance (m)
FIG. 17.
Sensitivity analysis of the model to the submerged specific gravity
of solids: longitudinal profiles of the concentration of DO in the water
column after 10 hours.
r
res,8S
= vress,6 =
1SSEn(I - n)
vSSES
(64)
which does not depend on the porosity n.
What observed for the solids in the water column is valid also for the BOD
concentration in the water column, when all BOD is assumed to be attached to
solids. In fact, the deposition flux does not depend on n, see the first term in the
RHS of equation (54), while the dependency on n shown by the first term in the
RHS of equation (58) is only apparent, since the concentration of BOD attached
to the solids in the bed
BOD, b, p is
proportional to (1-n) (it is assumed that the
BBD concentration in the bed is a fraction of the solids concentration in the bed,
that is equal to (1-n)), which cancels out with (1--n) at the denominator.
The absence of dependency from n can be proved also if BOD is entirely
dissolved in the water column and in the pore water in the bed.
33

FIG. 18.
Aerial
Pumping Station
view of Bubbly Creek
(RAPS).
and detail of the Racine Avenue
ANALYSIS 2: BUBBLY CREEK CASE STUDY
The Analysis 2 is a,iz application of the model STREMRHySedWq to the case
of Bubbly Creek in Chicago.
In this analysis the model STREMRHySedWq was tested for a stream char-
acterized by irregular shape cross sections and varying depth and width in the
longitudinal direction.
Moreover, the analysis provided a. description of what can happen during
and after a com bi ri ed- sewer-ove r flow (CSO) event in the creels, both qualitatively
and, to the extent allowed by a relative uncertainty on some of the parameters,
quantitatively.
Description of the creek
Bubbly Creek, located South-West of Chicago (see Figure (18)), is the South
Fork of the South Branch of the Chicago River, having a length of approximately
2200 meters, a. mean width of about 46
meters
and a fairly straight channel
alignment. The mean channel bottom slope is about 0.001, but this is misleading
because the channel bottom varies so much. The upstream 60%o is shallow due
to the lack of navigation (see Figure (19)). The downstream 40%o is scoured
by
periodic barge traffic, during the long periods when the creek is stagnant, since,
as better described below, the only times when there is flow in the creek are
during coin birrcd-sewer-overflow (CSO) events.
From 1865 to 1939, Bubbly Creek was used as a drainage channel for the
34

River Bottom Elevation (m)
(CCD, Chicago City Datum)
FIG. 19. Typical bathymetry of Bubbly Creek and the South Branch of the
Chicago River
.
The reference is the Chicago City datum
(
CCD) at 176.63
m above sea level.
waste resulting from Chicago's stockyards. Today, this historically industrial area.,
characterized by the presence of industrial plants, trucking terminals, rail and
construction material yards, is being transformed into a, residential development,
with strip malls and residences. As a consequence, water quality in the creek has
become a, very important issue, particularly during the summer months, when
dissolved oxygen levels are very low. The water quality of the creek is therefore
here analyzed in terms of DO levels.
Following is a description of the regimes of Bubbly Creek:
1.
during dry periods, the water in Bubbly Creek is stagnant;
2. with light rainfall events there are no noticeable changes, since the combined-
sewer-overflow (CSO) coming from the 36 square miles service area (463400
people and 169900 households served) is conveyed to the 114WRDGC Stick-
ney Water Reclamation Plant and not discharged to the creek;
3. during heavy storms, the Racine Avenue Pumping Station (RAPS) dis-
charges CSO to the creels, so that the water flows northward into the
South Branch of the Chicago River;
4,
for excessively heavy storms, several CSO outfalls located along the clian-
nel may discharge to the creek depending on the intensity of the rainfall
event.
There axe 9 such outfalls along the banks of the creek.
35

For the purposes of the present analysis, the regimes 1 and 3 were analyzed,
with the goal to describe the biochemical oxygen demand and dissolved oxygen
temporal and spatial variation in the creek during a CSO discharge event and in
the following hours.
In a scenario of restoration of the creek, several "purification" solutions are
currently being analyzed too.
One of the solutions envisioned to increase the
dissolved oxygen levels using flow augmentation: the bed-water BOD exchange
model described in this document represents therefore a. useful tool to find a "safe"
range of flow rates to be "forced" in the river without causing significant resus-
pension of BOD with consequent DO depletion. This kind of analysis, however,
is not presented in this report.
CSO events
Herein the CSO discharge events from the Racine Avenue Pumping Station
(RAPS) are analyzed. In the period 1992-2001, pumping from RAPS into Bubbly
Creek occurred 17 times per year on average (maximum 27 times in 1993, lowest
10 times in 1997, data by MWRDGC).
In the period from January 2005 to March 2007, the information made a.vail-
a.blc
by AJWRDGC
(h1p:11wwiv.rrawrd.0r,g1)
shows that the average overflow
volume was about 300 NIG (maxinuun value 1172.40 NIG on 10/02-03/2006, min-
imum value 70.87 A/IG on 02/25/2007), the average overflow duration was about
8.6 hours (maximum value 29.81 hours on 01/12-13-14/2005, minimum value 3.02
hours on 02/25/2007) and the average mean discharge was about 35.1 m3/s (ma.x-
imum value 69.4 in3/s on 09/13/2006, minimum value 22.0 m3/s on 01/12/2005).
The Racine Avenue Pumping Station has two sets of pumps, one set given even
numbers and the other set given odd numbers, For small CSO events, only the 9
even-numbered pumps work, discharging through 9 pipes. The 5 odd-numbered
pumps can pump either to Bubbly Creek or to the Stickney Water Reclamation
Plant. For each CSO event, N4WR.DGC records the volume discharged by each
single pump as well as the discharge duration.
The impact of the CSO discharge location (even-numbered, odd-numbered or
both sets of pumps) on the overall hydrodynamics of the creek was already inves-
tigated in the past (Hotta,
et, al.,
2007). In the present analysis, the CSO inflow
discharge is distributed uniformly along a cross section located at the upstream
end of Bubbly Creek, right downstream of the basin immediately outside from
the Racine Avenue Pumping Station (see Figure (18)).
25 CSO events were considered in the years 2005, 2006 and in the first three
months of 2007. For these events, N4\, rRDGC provided the CSO discharged
volume and the start and end times of the operations on the pumps. It was
therefore possible to associate a. mean CSO flow rate to each of the CSO events.
As regards the water quality, Bubbly Creek has two monitoring stations at
361" Street (close to the Racine Avenue Pumping Station) and 1-55 (close to the
outlet of Bubbly Creek into the South Branch of the Chicago River), which mea-
sure every hour the dissolved oxygen and the water temperature (see Figure 20).
36

FIG. 20
.
Dissolved oxygen and temperature monitoring stations
i
n Bubbly
Creek.
The dissolved oxygen is measured hourly using a. YSI model 6020 or model 6600
continuous water quality monitor.
Notice that, in this study, the DO concen-
trations
measured at the two stations were compared with the depth-averaged
or area.-averaged concentrations simulated: this approach is, strictly speaking,
incorrect, since the vertical profile of the concentration should be computed and
measured and simulated values should be compared at the right depth into the
water column. The one used here, anyway, is a reasonable first approach.
Figure 21 shows the temporal evolution of the dissolved oxygen for the biggest
CSO event in terms of mean CSO discharge in the period from January 2005 to
March 2007 occurred on September 13 2006. The plot shows the temporal evolu-
tion of the DO measured at the two monitoring stations. The input hydrograph
associated to the CSO event, in the hypothesis of constant flow rate, is plot-
ted too, The assumption of constant flow rate was used for the simulations with
STREA/IR,HySedWq,
given the hypothesis of rigid lid (i.e. steady flow) mentioned
above.
More accurate but time consuming simulations could be run by assigning
to the CSO event an unsteady hydrograph modeled in steps characterized by
constant flow rate, each corresponding to a simulation with STREMR.HySedWq.
This approach, however, is beyond the scopes of this analysi.
The main observations, valid for the CSO event on September 13 2006, are:
• once the CSO event starts, the DO increases at both the stations. This can
be clue to two factors: reaeration of the flow (associated to the increased
flow velocity in a previously stagnant creek) a.nd/or high DO content of
37

4
3
1-
0
9113106 12.00 0113106 12.00 9!44!06 12.00
Ahi
Ph1
AM
D6 zt -55
DO at I,
Street
-CSD flow rate _
w,
M4106 12.00 9!45!0642.
00 9!5510612
.
00 911610612
.00 911610612.
00
9JI 7JO6 17.00
PM
AIA
Pf.1
AM
PM
ANN
FIG. 21. Dissolved oxygen at 36"' Street and 1-55 monitoring stations during
and after the CSO event on September 13 2006.
the CSO input. The analysis reported below clarifies what is the main
responsible for the fast DO increase in the creek;
once the CSO discharge is over, an increased oxygen dernand, due to the
BOD inputs and/or BOD resuspension from the bed causes DO depletion.
The depletion is recovered relatively quickly for the 1-55 Station, which is
close to the South Branch, whereas persists for days in the case of the 36"'
Street Station, far from the South Branch.
The main question addressed in this analysis is therefore the following: during
a CSO event, what are the roles played by the CSO input load from the Racine
Avenue Pumping Station, by the waste layer on the bottom of the creek and by
the concentration variability within the event?
Modeling tools for a CSO "event"
The CSO "event" was divided into two pleases:
"Phase 1": CSO discharge flowing. This phase was modeled using the two-
dimensional depth-averaged model STREMRHySedWq widely described
above, which is able to handle the bed-water exchange (the BOD resus-
pension into the water column is expected to play a. relevant role during
the CSO discharge). The 2-D nature of the code allows for accounting for
the cross-sectional variation of the shear stress and, consequently, of the
BOD resuspension and settling;
"Phase 2": Bubbly Creek is stagnant again. This period was modeled
with a one-dimensional area-averaged model, accounting for diffusion and
kinetics of BOD and DO. The initial condition is given by the BOD and
DO concentration fields present in the creels when the CSO discharge stops
(end of "Phase 1").
38

"Phase 1" modeling
Data, for hydrodynamics
The CSO event considered is the one occurred on September 13 2006 (see
Figure 21). The characteristics of the event, as recorded by NJWRDGC, are
• start pumping: 09/13/2006 at 4:30 a.m,; end pumping: 09/13/2006 at
12.10 at p.m.;
• overflow duration = 7.66 hours;
overflow volume = 505.84 NIG;
mean discharge
69.43 m3/s.
Data for solids and lied
The following data were selected for the solids and the bed:
D = 60 µm (silt-sized solids, according to the measurements by NlWRDGC
in 2006 at 33" Street, about 850 m downstream from the Racine Avenue
Pumping Station, and it the Turning Basin, where Bubbly Creek widens
at the outlet into the South Branch of the Chicago River);
R = 0.2 (value from a. former study on the Chicago Waterway System by
the iMarquette University in Milwaukee, Alp and 1Vlelching (2006), corre-
sponding to a, density of solids p, of 1200 kg/m3);
• v5.y
= 1 m/clay (Alp and Melching, 2006);
n = 0.9 (Alp and Melching, 2006).
As regards the initial concentration of suspended solids in the creek, a value
of 8 mg/l was selected (Alp and (Melching, 2006). It must be observed, anyway,
that the simulation results do not depend on the initial concentration of sus-
pended solids in the water, whose evolution depends on the input from the inflow
boundary and from the bed-water interaction.
As regards the input condition
since there are no measured data
for the Racine Avenue Pumping Station for the CSO event considered, it was
determined using a regression equation based on the CSO volume and the mean
input concentration, which was determined with a regression analysis by Alp
and Melching (2006), based on the historic data at the Racine Avenue Pumping
Station listed in Neugebauer and Melching (2005).
lojoCss,,u,i„p,,t
= -0.723.
loglo(OverflowVolume)
+4.7366
(65)
where CSS,w,inPW is in mg/l and the overflow volume is in MG. The suspended
solids input; concentration decreases with the CSO volume. For an overflow vol-
unic of 505.84 MG, the corresponding solids input concentration is 604.8 ing/1,
that is the value that was used in the analysis.
Data for water quality
The following data. were selected for water duality (BOD and DO):
39

• f,11,,1 =
0 (assumption based on the observations made in the sensitivity
analysis to fz1J,d
and fb,d);
• fb,,i = 0
(
ditto);
oxidation:
KD
= 0.2 day--' (Colonna Rosman
,
2006
),
O -D = 1
.
040 (Alp
and Melching
,
2006
),
K
130D
=
0.5 mg02/1
(
Colonna Rosman
,
2006);
• rcaera
.
tion: OIL = 1.065
(
Chapra, 1997
),
K,, calculated with the O
'
Connor
and Dobbins formula and CS calculated with the Mortimer formula;
• sediment oxygen demand
:
US = 1.065 (Gison
et al.,
1978).
In order to quantify the uptake of oxygen by sediment at various locations
throughout the Chicago Waterway System (CWS),
in situ
sediment oxygen de-
mand
(SOD)
was measured by MWRDGC during 2006 at 11 sites in the system
suspected of being significant DO sinks (A4WRDGC, 2007).
Each site consisted of in off-charinel embayrnent or side channel location and
SOD
was measured at the site, as well as at locations in the main channel up-
Amain and downstream of the site. In addition, a transect across the channel
at each
SOD
measurement location was probed with a calibrated leveling rod to
quantify the area. covered by al least six inches of soft sediment. This rriea,sure-
ment gives some indication of the amount of oxygen consuming sediment present
across the channel width.
The percent composition of a sediment grab sample collected at each
SOD
measurement location was also qualitatively characterized by observation in a
plastic tray.
The
SOD
was measured using a semi-cylindrical open-bottomed chamber con-
taining a. YSI Model 600 recording DO monitor.
In general, low
SOD
values may be explained by the lack of significant CSO
inputs and clay sediment, with low oxygen demand. High values a.re associated to
decreases in current velocity in wide river cross-sections that encourage oxygen-
demanding solids deposition at the measurement location.
As regards Bubbly Creek, it showed the highest average side channel
SOD
rate, equal to 3.26 g/m2/day.
Both measurement locations in Bubbly Creels
(33"' Street and the Turning Basin) showed high
SOD
values:
average
SOD
in the main channel = 1.38 g/m2^day;
• average
SOD
in the side channel area = 3.26 g/m2/day.
From these measurements, a spatially constant, value for
SOD
of 2.32 g/M2/day
(average of the mein channel and side main channel values) was adopted in the
analysis for simplicity's sake.
During the
SOD
measurements at the two locations of 33"'l Street and Turning
Basin in Bubbly Creek it was observed that 100%0 of the cross-sectional transect
is covered by oxygen demanding solids.
As regards the initial concentration for BUD in the water column
Cf30l-),,u,
initial ^
it
was set equal to 5 mg/1 (Alp and Melching, 2006). Analogously to the initial
40

concentration for suspended solids, the simulation results do not depend on the
initial concentration of BOD, whose evolution is essentially determined by the
upstrcarn input and the bed-water exchange. Therefore, the BOD input concen-
tration
C13O1),
eu,i?aP at
and the BOD concentration in the bed
C13D1),U
had to be
carefully selected.
Ili this analysis, the BOD input concentration was assumed constant in time
and distributed all over the upstrearn inflow boundary, since this is what allowed
by the code STREN4RHySedWq in its current version. In reality, the BOD in-
put concentration reaches its maximum at the very beginning of a CSO event,
then exhibits all exponential die-off: this represents the first-flush phenomenon,
whereby the material lying in the bottom of the sewer is picked up as the flow in
the sewer increases. A regression
formula
for the mean BOD input concentration
was proposed by Alp and Melching (2006). It was observed, however, that it is
characterized by a high degree of uncertainty, because of the limited amount of
events considered and the high variability among events. It was therefore decided
to consider
C130D,,,,i,
,pW
as calibration parameter, noticing that the DO depletion
measured at the monitoring station at 36"' Street after the CSO discharge was
basically due to the BOD level in the water column at that location when the
discharge stopped. Since the monitoring station is close to the inflow boundary,
the BOD concentration after the CSO discharge at the 361x` Street Station was
determined basically by the BOD input concentration.
Analogously to the BOD input concentration, the BOD concentration in the
bed was considered a. calibration parameter, given the uncertainties on its value
and its spatial variation. In this case, the process of calibration was based on
the observation that the DO depletion measured at the monitoring station at
I-55, close to the mouth of the creek, was determined by the BOD concentration
present at that location when the CSO discharge stoppc(l (depending essentially
on the amount of BOD resuspended along the bed) as well is by the dispersion
coefficient in stagnant conditions ("Phase 2"), which was the the third and last
calibration parameter assumed here.
The resulting values from calibration, for which all the results presented later
were obtained, are
C130D,
iv,inpW
= 20 mg/l
and CBOD,b
8000 mg/l.
For DO; the initial condition
CDO,xu,initial
was set to 1.2 mg/l (average valise
of the measured DO level at the stations at 36" Street and 1-55 right before the
CSO discharge on September 13 2006).
As regards the water temperature, from the data measured hourly at the two
monitoring stations, it is fairly constant during the event and equal for both the
stations to 18.9 °C, which corresponds to the temperature of the CSO discharge
,is coming from the Racine Avenue Pumping Station.
The upstream input DO concentration was set equal to the value at saturation
for a. temperature of 18.9 °C, which, according to the Mortimer formula (Hamilton
and Schladow, 1997) is 9.4 mg/l. This is a hypothesis that was made after the
observation of the rapid increase of DO in the creek irr the first pact of the CSO
discharge event: the rate of that increase cannot be Justified by simply involving
41

the reaeration of water previously stagnant, and it is mainly due to oxygen-rich
incoming water, which can be assumed as characterised by saturation conditions.
In fact, the CSO input comes from a system of shafts and pipes which forces the
aeration of the flow. The hypothesis was verified in light of the results shown
later in the document.
Computational 7riesh
Using
a,
bathymetry of Bubbly Creek provided
by MWRDGC, a
structured
and irregular mesh made of 5055 rectangles was built
.
There are 337 rectangles
in the flow direction and 15 rectangles in the direction normal to flow
.
Details of
the computational mesh are shown in Figure 22.
As regards the bathymetry, vertical banks were assumed to complete the cross
sections
.
This assumption is considered reasonable in light of previous hydrody-
narnic analyses of the creek and not far from the reality, considering that in several
locations along the creek the cross sections
end up
with vertical wells.
Preliminary hydrodynamic free-surface simulation
A preliminary hydrodynamic simulation with the 2-D depth
-
averaged free-
surface code
SV2D (
Soases Fra
.
za.o, 2002
)
was made,
using the generated struc-
tured mesh, by setting an input inflow discharge of 69
.
43 m3/s and, as downstream
boundary condition
,
a water level of 175
.
93 m a.s.l.
(data
from MWRDGC). The
definition of the downstream boundary condition
,
at the confluence into the South
Branch of the Chicago River, is not simple
.
In fact
,
in the South Branch, the flow
is sometimes in the
East-
West
direction
, sometimes in the West
-
Fast direction.
The water
level at the downstream end was here imposed considering the South
Branch as a large body of water at rest, "adsorbing
"
the momentum coming
from the creek
.
The initial condition consisted of a water level of 175
.93 in. A
roughness Maiming
'
s coefficient of 0.024 was set (Motto
et
al.,
2007).
The 2-D free
-surface model was basically used to calculate the steady state
water levels in the creek
.
The water surface drop along the creek for a discharge
of 69
.
43 M3/s is 31 cm
,
with a water level at the upstream end of 176
.
30 in a.s.l.
and a water level of 175.99 in a.s.l. at the upstream end (the boundary condition
downstream
is adjusted by the code).
According to the results obtained from the slimilation
,
the elevation of the
rigid lid
,
representing the water surface in
STREIIVIR
., was determined
.
The re-
sulting flow depth field, typical in Bubbly Creels during the stagnant periods, is
plotted in
Figure (23).
As already introduced earlier
,
the upstream part of Bubbly Creek is charac-
terized b
y low depths
(
around 2 m
),
while the downstream portion
,
because of
navigation, shows higher depth values
(
about 3-4 in
,
the rnaximurn value is about
5.9 in at the
`
Furning Basin
).
This has
an impact
on the erosion pattern during
a.
CSO event
: as already
explained above
,
lower depths are associated to higher
friction coefficient values and therefore higher bed shear stresses.
42

FIG. 22
.
Details of the computational mesh for Bubbly Creek
(
upstream
and downstream ends).
43

575000
574500
574000
573500
573000 L-1 ,_
355500
I
I^1
I
I
356000
356500
357000
357500
X
FIG. 23.
Water depth field (m
)
in Bubbly Creek.
Hydrodynamic simulation with, STREMI?HyScdWq
A hydrodynamic simulation was run with STREMRHySedWq, setting an in-
put inflow discharge of 69.43 m31s and the flow depth field as calculated with
SV2D, with a roughness IMarniing's coefficient of 0.024. The turbulence model
a.nd the correction for secondary flow were turned on, to get an accurate flow
field.
The resulting flow velocity field at steady state is plotted in Figure (24). The
Froude number is approximately between 0.1 and 0.5, so the flow is suberitical
everywhere.
The eddy viscosity range is between 0.12 and 0.90 ins/s with all
average value of 0.44 m2/s. This gives in idea about the eddy diffusivity range
for solids, BOD and DO, calculated with Sc = 1 for solids and BOD and Sc =
500 for DO. Notice that, as it will be observed later in this analysis, the CSO
event dynamics for solids, BOD and DO is dominated by advection and bed-water
interaction, while diffusion plays a minor role.
In the upstream portion of the creek, where the water depths are low, the
velocities are high (around 0.9 m/s along the centerline), while in the downstream
portion the velocities are lower (around 0.5-0.6 m/s, always along the centerline).
At the Turning Basin (confluence into the South Branch), the current slows clown
to almost zero velocity. See Figure (25).
The shear velocity field, related to the erosion of the bed, is plotted in figure
(26).
As already mentioned, the upstream portion of the creels is more subject
44

575000
574500
574000
0.3
0.2
0.1
573500
ml'^'
573000
L-€
1
,
T 1
355500
356000
356500
357000
357500
X
FIG. 24,
Flow velocity
field (m/s)
for a discharge of 69
.43 m3/s.
7,0
1.4
6.5 -
1.3
6.0
1.2
5.5
-Flow depl^
- FIo1v ve!ocil
1.1
5.0
y
1.0
_ 4.5
0.9
w
E
4.0
0.8
r
3.5
0.7
T
0
3.0
0.6
0
2.5
0.5
i
2.0
0.A
1.5
0.3
1.0
0.2
0.5
0.1
0.0
010
a 10 20 30 40 50 60 70 00 90 100 110 120
130140
150 100 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330
Cell
FIG. 25. Longitudinal profiles of flow depth and velocity along the centerline
of Bubbly Creek.
to erosion.
Solids trar13p0r•t and water- quality
The solid transport and water quality were then activated and a. simulation
was run for 7.66 hours (duration of the CSO discharge) in "semi-frozen" mode,
that is, as a.lrea(137 explained ca.rher, the water depth, which enters in the ca.lcu-
la.tion of all the bed-water fluxes for solids and 1301) and in the
SOD
terra, was
reca.lcula.ted for each tune step and each cell according to the net erosion, but
SPEED
0
1.2
1
0.9
-- 0.8
R.
0.7
0.6
i . 0.5
45

575000
LJSTAR
0.11
0.1
1
0.09
i
'
0.08
574500
f
0-07
0.06
r N\
i
0.05
0-04
0.03
e
0.02
0-01
574000
573500
573000
L-1 I,
1
1
1- -1- 1
^
1 x
355500
356000
356500
357000
357500
X
FIG. 26.
Shear velocity
field (mis)
for a discharge of 69
.43 m`3/s.
the hydrodynamic was not recalculated. In fact, the recalculation of the hydro-
dynamics was observed to generate instability of the code. The causes of this
instability were not investigated for this analysis, for which the only update, of
the water depths was considered a. good compromise to get realistic results.
Figure (27) shows the cumulated bed elevation variation, for a flow discharge
of 69.43 in'/s, after 7.66 hours. The regime is net erosional (negative values of
bed variation), especially in the upstream portion of the creels, where the flow
depths are lower.
The erosion goes from about 80 cm at the upstream end to
about 5 cm at the downstream end.
Figure (28), (29) and (30) show the concentration of BOD and DO in the
water column after 7.66 hours (duration of the CSO discharge).
Because of the net erosional regime, both the suspended solids concentration
(reported in volurne concentration) and the BOD concentration in the water
column increase in the downstream direction: the suspended solids concentration
is four times greater (from the input value of about 0.0005, that is 600 mg/l, to
0.0021, that is 2520 ing/l). As regards the BOD concentration, it goes frorn the
input value of 20 mg/1 to about 158 mg/l. The 130D concentration after 7.66
hours is basically determined by the input concentration in the area close to the
upstream encl and mainly by the resuspension of BOD in the rest of the channel.
The DO field is dominated by the input, so the effect of a. CSO event, as
observed, is to increase temporarily the DO levels in the creels, as measured
46

575000
574500
574000
573500
BV1
0.1
-0.2
-0.3
0.4
-0.5
0.6
-0.7
-0.s
0.9
1
F
v1
573000
355500
356000
356500
357000
357500
X
FIG. 27.
Cumulated bed elevation variation
(
m), for a flow discharge of
69.43 m:3/s, after 7.66 hours.
575000
574500
574000
573500
7
0-0012
0.001
0.0006
0.0006
0.0004
0.0002
573000
355500Li
3560001
356500i
357000-1
357500`l1
X
FIG. 28. Volume concentration of suspended solids in the water column, for
a flow discharge of 69.43 M'/s, after 7.66 hours.
SST1
0.0022
0-0018
0.0015
0.0014
0.002
47

575000
574500
574000
°1
60
50
40
90
80
70
BIOCHEMICAL OXYGEN DEMAND
160
150
140
130
120
- 110
100
F
r
30
20
10
573500
5730001-1 -
355500
356000
356500
357000
357500
X
FIG. 29.
Concentration
of BOD (mg/1) in the water
column
,
for a flow
discharge of 69
.43 m'3/s, after
7.66 hours.
575000
574500
1
9
14
8.5
DISSOLVED OXYGEN
I
8
7.5
7
6.5
6
5.5
5
45
4
3.5
3
2.5
2
1.5
573500
573000 W , .
355500
356000
356500
357000
X
.Ii
357500
FIG. 30
.
Concentration of DO
(mg1l) in
the water column
,
for a flow
discharge of 69.43 m3/s, after 7.66 hours.
48

during the CSO discharge event.
"Phase 2" modeling
I-D area-averaged
equations
coapled for BOD and DO
In order to model the so defined "Phase 2" of a CSO "event", which is the one
following the combined-sewer-overflow discharge, when water is stagnant again,
a one-dimensional area-averaged conservation equation was considered for both
BOD and DO. The general expression of the equation is
at + u ax
A
^ ax
EA 11C ) +S
where
C = concentration of BOD or DO (mg02/1);
• t = time (s);
• v = flow velocity in the x direction (m/s);
s = distance (rn);
A = flow area (m2);
E = dispersion coefficient (m2/s);
S = source/sink term (mg/l/s).
In absence of flow
,
the velocity v, is equal to zero
.
The equation
above can be
therefore written, for BOD and DO,
as
follows
OC130D
_ I
a
A0CI30D
at
A (Ox
ax J
+ S13o1)
aCDO
1
d EAaC1)o ) + SDo
at
A
(
Ox
ax
(67)
Notice that the subscript "w" previously used to denote concentrations in the
water column was here dropped for convenience's sake.
The sink terra
S13O1)
considers oxidation and settling, already illustrated in
this (lociiment:
1
-2p
CI-)o
"ss (1 - fw,d) C13O1)
Sr3or) _
ICD()D
^K13o1) + CI)o
C13o1) -
H
The source sink term SDo considers oxidation, sediment oxygen demand and
rea.cratiorl:
,SDo = -
K1)(9IJ
20
CDD
l
C1301) --- SOD oT-20+
(
KI30D + CDO
H
(70)
+l^a0-a'-20) (Cs
- CDO)
49

where
&
can be estimated with a typical formula. for standing water (13roecker
et at.,
1978)
Ka, = 0.864 1
1
(71)
11
where U,,, is the wind speed measured 10 m above the water surface (rrl/s)
and the resulting
Ka
is in (clay-).
The BBD-DO coupled problem, was solved using an Ruleria.n explicit scheme,
which has the advantage of easily accommodating the sink terms.
The time derivative was approximated with the forward difference scheme as
follows
0C _
C
2
n+1
_ C
i
n
cat
At
where n is the t,irne index and At is the temporal time step.
The dispersion term was discretized as follows
1
a
^c __
Ei+,Ai +i (C2+1- Cz") -
Ei
Ai (Ci" - Cj"
1)
A ^OxEA ax ^
AilAx2
where i is the space index, and Ax is the spatial time step.
The solving explicit coupled equations for 13OD and DO are: therefore
(72)
(73)
C ,-1
=
(1
-d
x
.-b
a
j
)
C'ti
B
OU,i
+{b)C
L30
T,.
BOD,i
D
,
i-1
+(d
a
)C"
130D,i+1
+
71
.1)
+SBOD (CBOD,i, CD0,i, "
At
(74)
CDOIi - (
1
- di
bi
)
c
DO,i + (bi
)
CI^O,i-1 + (di) CDO,i+1+
r
T't
T!.
+SDO
C
130D,i1 CI70,i>
T
i
"
)
Al
where
EjAt
bi
=
(76)
O.L2
di
= Ei+l Ai+iAt
(77)
Ai0x2
As regards the numerical dispersion of the scheme, it can be proved (the
passages are omitted here) that the numerical dispersion E,, associated to the
discretization of the terms
0C10t
and
OCIOx
is
UO
x-uA L + 1 - 2a^
(78)
2
(
where a is a. parameter that governs the discretization of the advective spatial
derivative, here absent. Since it this case u = 0, E,, = 0
50

0 10 20
30 40 50 60 70 80 90 100 110 120 170
140 150 150
170 160 190 200 410 220
230 240
250 260
270 280 220 906 910 720 a34
Cell
FIG. 31
.
BOD and DO longitudinal concentration profiles in Bubbly Creek
after the CSO discharge.
As regards the dispersion term in the area-averaged equation, since it is dis-
cretired with a, central difference scheme to obtain the solving explicit equations
reported, no numerical dispersion is generated, while, obviously, truncation errors
a.l'(
generated.
The sinks terms, finally, do not contain derivatives, thus they do not generate
numerical dispersion.
Initial conditions
As initial condition, the simulated BOD and DO concentration fields present
in the creek when the CSO discharge stopped (end of "Phase 1") were considered.
The concentrations in the cells were averaged for each cross sections weighting
on the depth of each cell, being the transverse dimension of each cell constant
along each cross section. The resulting BOD and DO longitudinal concentration
profiles in Bubbly Creek after the CSO discharge are shown in Figure (31), where
"cell' indicates the row of 15 cells representing each of the cross sections.
BoundaTy conditions
As boundary condition at the pumping station side (x, = 0) the "closed sys-
tem" condition was set for both 130D and DO:
a (x=0)=0
ing
(79)
The solving general numerical equation for the first numerical "node", assum-
becomes
Cil'-1
, C',
(80)
CAL-+ 1
(
1
- di - U2
)
C2+
(b2)
Cj`
+ (di) C,7t^1
+ S (C2") At,
(81)
51

At the outlet of Bubbly Creek into the South branch the boundary conditions
are represented by the BOD and DO levels in the South Branch. In particular,
the DO levels measured at the monitoring station at Loomis Street in the South
Branch of the Chicago River, right upstream of the confluence of Bubbly Creek,
were considered: a. value of 7.09 mg/i, averaged over three days after the CSO dis-
charge in Bubbly Creek, was used. As regards the BOD boundary concentration,
a constant value of 5 mg/l was set (Alp and Melching, 2006).
Given the two-dimensional flow pattern at the Turning Basin, the boundary
condition for the 1-D area-averaged model was set at the outlet of Bubbly Creck
into the Turning Basin, i.e. the Turning Basin area was not model with this
approach.
Parameters
Tliis section lists the value of the parameters used in the simulation. The
source of each of the values was already reported earlier in the report.
For BOD settling,
fu,,d =
0 and v,y,s = 1 m/day.
For oxidation,
KD
= 0.2 day--, 8D = 1.040 and
KBOD
= 0.5 mgO2/1.
For sediment oxygen demand,
SOD
2.32 g/m2/day and (}5 = 1.065.
No wind-driven reacration, in absence of wind velocity data.
The water temperature in the creels was assumed to be, for simplicity's sake,
constant in space a.rnd time, and equal to the average value of the terriperature
measured at the two monitoring stations at 36`x' Street and f-55 in the first 96
hours after the CSO discharge, that is 22.47 °C.
The mean water depth and the cross-sectional area, for each cross section were
calculated using the final bathymetry of the creels, resulting from the erosion
process.
As regards the dispersion coefficient D, its value was considered as calibration
parameter, observing that its order of magnitude, at least in the zone close to the
outlet into the South Branch, should be typical of an estua.rinc area.: the situation
of Bubbly Creek and the South Branch is similar to the one of a river discharging
in the sea. or in the ocean, since the level of the South Branch at the mouth of
Bubbly Creels oscillates. In other words, the dispersion in Bubbly Creels can be
defined as "tidal" dispersion and the dispersion coefficient "lumps" the effect of
the water stage variation (neglected during the short period of CSO discharge)
on the scalar movement in water.
Figure (32) shows typical water stage oscillation at Bubbly Creek's mouth,
as modeled in a preliminary hydrodynamic 3-D simulation by Liu (2008). The
water stage is relative to the CCD (Chicago City Datum), which is 176.63 m
above sea. level.
BBD and, DO concentrations at 36"' Street and I-55 stations
Figure (33) and (34) shows the teinpora.l evolution of the BOD (as modeled)
and DO (modeled Vs. measured) at the monitoring stations at 36`' Street and
I-55.
52

St*gp 1.K Bubbly
C
reek.1andi-1,
-0.5
-0.6
d!4
$ inu0al ion
0
1234
5
6
7
8
9
10
1L
Time(dap)
FIG. 32. Typical water stage oscillation at Bubbly Creek's mouth (results
from hydrodynamic 3-D modeling).
0 2 4 6 8 10 1214 1518 20 22 24 26 28 30 32 34 36 38 4042 44 46 48 50 5254 56 58 60 6264 66 68 70 72 74 76 78 80 82 84 86 88 90 92 94 96
Time (hr)
FIG. 33. BOD concentration
evolution
at the two
monitoring stations in
Bubbly Creek. Modeled
values.
The 1-D area.-averaged model was implemented on a 2050 in long domain for
4 clays (96 hours) after the CSO discharge, considering a spatial step Ax = 50
m and At = 50 s, for which the solution is stable (the theoretical stability limits
were not investigated here, so an appropriate At was sought after having set Ax
= 50 m), with a calibrated dispersion coefficient E of 10 m2/s for both BOD
and DO in the downstream portion of the creek (last 700 m of the creek) while
upstream the BOD and DO concentrations are exclusively governed by kinetics,
since the constriction of the flow 700 in upstream of Bubble Creek's mouth (see
Figure (18)) damps down the estuarine effect.
Several observations can be made:
• the model predicts a, monotonic temporal decrease of the BOD concentra.-
53

•-- 35th Street,
meescved
-361h
55
Street- modeled
e^swad
modeled
0
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 74 76 78 80 82 84 86 88 90 92 94 96
Time (hr)
FIG. 34. DO concentration
evolution
at the
two monitoring stations in
Bubbly Creek.
Measured and modeled values.
Lion in the water column for both the stations, because of BOD settling
and oxidation. The rate of decrease is higher for the I-55 Station, charac-
terized by a higher BOD content in the water eight after the CSO discharge
(effect of the BOD resuspension from the bed);
• the model is also able to capture qualitatively the evolution of the DO level
for both the stations: at 1-55, that is close to Bubbly Creek's mouth, the
DO decreases very rapidly for the first hours, due to the oxygen demand
from the BOD (oxidation term) in the water column, entered from the
pumping stations but especially resuspended from the bed. At the 36"'
Street Station, very far (about 1850 nrr) from the South Branch of the
Chicago River, the DO concentration decreases without recovering in the
first days following a CSO discharge, because the effect of the South Branch
is not felt;
quantitatively, the DO temporal profile at the 1-55 Station is captured
fairly well, and the high concentration decrease rate during the first hours
after a. CSO discharge confirms the presence of an additional BOD in the
water column due to resuspension from the bed. Also in the case of the
DO measured at the 36th Street Station, the decrease during the first hours
is quantitatively captured fairly well;
• as regards the DO levels at the 36" Street Station after about 20 hours,
the predicted values are lower than the measured ones: this was expected,
since t;he model implemented in this analysis does not correct t: lie kinetics
expressions for anaerobic conditions, which do occur in the upstream por-
tion of the river after about 20 hours. In anaerobic conditions the rate of
consumption of DO decreases (because of its lower availability), explain-
ing
why
the DO concentration in reality sloes riot go to zero. The result
obtained in this study is anyway encouraging, since the DO dynamics is
captured.
54

CONCLUSIONS
In this preliminary study, a rrrodel for the quantitative evaluation of the BBD
transport across the bed--water interface in rivers was derived. Through the cou-
pling of hydrodynamics, sediment transport and water quality, the process was
described in terms of its dependency on the properties of the flow, the solids and
the bed layer. The dissolved BOD fraction and the one attached to solid particles
were treated separately.
The theoretical model was implemented in the two-dimensional depth-averaged
hydrodynamic, sediment transport and water quality code STREIvIRHySodWq
(Bernard, 1993; Abad
et al.,
2007; h/lotta
et al.,
2008).
A widespread analysis was performed in order to understand the sensitivity
of the model to its different parameters.
A prehininary application to Bubbly Creek, the South Fork of the South
Branch of the Chicago River, showed the potential use of the developed numerical
tool, in a. situation characterized by high discharges (as in the case of conrbined-
se«T(,r-overflows)
and by an organic-rich bed, in the evaluation of the DO depletion
associated to a high BOD content in the water column, both in the short and in
the long period.
The results reported are considered preliminary and certainly to be refined.
On the other hand, the described conceptual framework seems to be sound and
potentially applicable to a three-dimensional model,
FUTURE WORK
As already mentioned, the analysis of Bubbly Creek and in general of the
Chicago Waterway Systern is still ongoing and requires some future work.
In particular, it will be necessary to estimate an
in situ
relation for the resus-
pension of solids from the bed, in the form (43), which correlates the erosion rate
to the bed shear stress and to the bulk density of the bed. This, as well as a bet-
ter description of the sediment settling flux, would help clarify the importance of
sediment and BOD resusperrsion during CSO events. The event analysed in this
study showed a high impact of the resuspension, while, for other historic events,
this was not the case. This suggests that there is an influence of the degree of
compaction (basically the consolidation time which affects the bulk density) on
the resuspension rates.
A better characterization of the CSO inputs in terms of water quality is re-
quired too.
A sound calibration of the model should be done by monitoring a. CSO event
in all its characteristics, with particular attention to the evolution of the bed
bathymetry.
The effect of the stratification and unsteadiness of the flow are also being
currently analyzed, by means of the 3-1) model EFDC.
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tt
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